HomeMy WebLinkAboutCT 97-13; Carlsbad Oaks North Phase 3; HYDROLOGY; 2016-08-26_)
SECTION 1
SECTION 2
TABLE OF CONTENTS
INTRODUCTION
PROCEDURE
Vicinity I'vfap
Intensity-Duration Design Chart
Isopluvial Maps
100-Year, 6-IIour
100-Year, 24-Hour
San Diego County Soils Interpretation Study
Runoff Coefficients
Nomograph for Determination ofTc for Natural Watersheds
Urban Areas Overland Time of Flow Curves
SECTION 3 BASIN 1
Hydrology
100 year Analysis
Hydraulics
Hydraulic Grade Line
SECTION 4 INLET SIZING
SECTION 5 TEl\1PORARY DESILTATION BASINS
APPENDIX
Rancho Carlsbad Channel & Basin Project
POCKET
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 dovvn-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 flmv." Therefore, the
hydrologic analyses are being perforn1ed according to the 1985 San Diego County Hydrology
Manual.
A Hydraulic Study \vas then done to confirm pipe sizes and eliminate pressure f1ow whenever
possible. To be conservative, the diversion of "lo\v-f1o\vs" into pollution basins at diverter boxes
was ignored. The advanced Engineering software (AES) Pipeflow Hydraulics computer program
\Vas 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 pipd1ow 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 cunent design
manuals.
The junction analysis was based on the L.A. Thomas equation.
SUMMARY
The Hydrologic Analysis performed during the Phase 1 pmiion of the project showed that Basin
1 generated 385.5 cfs ofrunoff±iom 112.13 acres. The analysis ofthe same basin for Phase 2
showed an increase in nmoff of 20.4 cfs to 416.4 cfs for Basin 1. The analysis of the same basin
for Phase 3 shmved 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 forn1ed
by the Faraday Avenue and El Fuerte Street as designed by Rick Engineering Company for the
"Rancho Carlsbad Channel & Basin Project" (see Appendix).
I: \961 005\HYDROLOGY\PHASE 3\Rpt_Phase3.doc
E. 0
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TABLE 2
RUNOFF COEFFICIENTS (RATIONAl HETHOD)
DEVELOPED AREAS {URMN)
Coefficient, c -
Sci) Type ( 1)
land Use
A 8 c 0
Resident i a I:
S i ng 1 e F am i 1 y .40 .45 .so . 55 .
Hulti-Units . 45 .so .60 .70
Mob i 1 e homes .45 .so .55 .65
Rural ( 1 ots greater than 1/2. acre) .30 .35 .40 .45
Corrrnerci al (2) . 70 . 75 .80 . 85
&f'h 1 mpe rv i ous
Industrial (2) .80 . 85 . 90 .95
90"/o Impervious
NOTES:
(l)obtain soil type fromAppendices IX-Cl thru IX-C4.
'
(2)where actual/conditions deviate siini ficantly from the tabulated impervious-
ness values of 80% or 90%. the values given for coefficient C, may be revised
by multiplying 80"1.. 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 0 soi I.
Actual imperviousness ~50%
Tabulated imperviousness ; 80%
Revised C = SOx 0.85 = 0.53 80
F \ G U R E t 4. 4-
III.l99 APPENDIX IX-8
2
PART 2
CONSmUCTION MI'ITERIALS
SECT ION 200 -ROCK ~lA Tm.IALS
200-1.1 General Cp. 66)
Add: "Alternate Rock Materials-Type "S" as de-
~;cr l bed l n Seer Jon 4 00 may be used, un I ess spec l f l-
cally pruhlblted ln Special Provisions".
200-1.6 Stone for Rlprap (p. 69)
Add: "The IndIvIdual c I a$Ses of rocks used l n s 1 ope
pro·i·ectlon shall conform i·o 1-he following:
PEf~CENTAG[ LARGfR DIAN*
CLASSEi;
Hock 1/2 1/4 No. 2 No. 3
Sizes 2 Ton 1 Ton Ton Ton Backing Backlng
4 Ton 0-5
2 Ton 50-100 0 ,--:;
1 Ton 95-100 50-100 0-5
112 Ton --50-100 0-5
1/•1 Ton 95-100 --50-100
200 lb 95-100 --75 I b 95-100 0-5
25 I b 25-75
0-5 ~i 5 1 b 90-100 25-75
I j[) 90-100
"TIK! arnou nt of rnc1ter I a I srna I I (':r than the srna I I est
size I Isi·ed In the table for any class of rock slope
protection shall not exceed the percentage llrnlt
I I sted In the tab I e dei·errn l ned on a we I ght bas l s.
Cornp I I a nee w l th the percen·i·age I I m H shown ln ·t-he
table for all other sizes of the lndlv!dual pieces
of any class of r·ock slope protec-rl0i1 shall bo do-
terrnlned by the ratio of the number of Individual
p l eces 1 arger than the srna II est sIze I1 sted l n the-
·t-ar1lte for tha-t class.
*200-1.6.1 Selection of Rlprap and Filter
Blanket Material
Filter Blanket (3)
Upper Layer(s)
Opt. 1 Opt. 2
Ve 1. Rock Rip rap Sec. Sec •
Ft/Sec Class Thick-200 . 400 Opt. 3
(I) (2) ness "T" (4) (4) (5)
No. 3
Back-
6-7 l ng .6 3/1611 C2 D. G.
No. 2
Back-
7-e lng ].0 1 /4" 83 D. G.
Fac-
8-9.5 lng 1. 4 3/8" --D. G·
3/4",
·-· 1 1/2"
9.5-11 Light 2.0 1/2". --P.B.
3/4",
1/4 I 1/2"
11-13 Ton 2. 7 3/4" --P.B.
/
3/4",
1/2 1 1/2"
13-15 Ton 3.4 1" --P.B.
15-17 1 Ton 4.3 1 1 /2" --Type B
.17-20 2 Ton 5.4 2" --Type 8
3
Lowor
Ll!yer
(6)
--
--
--
--
Sand
Sand
Sand
Scmd
Practical use of this table ls limited to situations
where "T" ls less than D.
(1) Average velocity ln plpe or bottom velocity In
energy dlsslpator, whichever Is greater.
(2) If dos.lred rlprap and filter blanket class Is
not available, uso next larger class.
~ :'
__ I
Basin 1
Hydrology
c605Pl.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 min.
Time of concentration= 6.70 min.
critical depth= 0.375(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 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 10.384(CFS) for 2.000(Ac.)
Total runoff= 11.011(CFS) Total area= 2.10(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 106.000 to Point/Station 106.000
**** SUBAREA FLOW ADDITION ****
group A
group B
group c
group D
0.000
1.000
0.000
0.000
6.70 min. J
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
[INDUSTRIAL area type
Time of concentration
Rainfall intensity
Runoff coefficient
subarea runoff
6.108(In/Hr) for a 100.0 year storm
used for sub-area, Rational method,Q=KCIA, c
9.346(CFS) for 1.800(Ac.)
Total runoff = 20.357(CFS) Total area= 3.90(Ac.)
0.850
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 106.000 to Point/Station 107.000
,.,,~,;, PIPEFLOW TRAVEL TH1E (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(In.)
critical depth could not be calculated.
Pipe flow velocity = 31.40(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 6.74 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 106.000 to Point/Station 107.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main stream number: 1 in normal stream number 1
Stream flow area= 3.900(Ac.)
Page 2
Runoff from this stream
Time of concentration
Rainfall intensity =
c605P1.0UT
20.357(CFS)
6.74 min.
6.083(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 109.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
[INDUSTRIAL area type
group A
group B
group c
group D
Initial subarea flow distance
Highest elevation= 487.00(Ft.)
Lowest elevation= 486.50(Ft.)
0.000
1.000
0.000
0.000
J 25.00(Ft.)
Elevation difference= 0.50(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.79 m1n.
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)]=
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= 0.063(CFS)
Total initial stream area= 0.010(Ac.)
1.79
storm
is c = 0.850
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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(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 = 0.092(CFS)
Depth of flow= 0.081(Ft.), Average velocity= 2.360(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width= 1.500(Ft.)
Flow velocity= 2.36(Ft/s)
Travel time= 4.94 min. TC = 9.94 min.
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.)
Street flow at end of street= 3.346(CFS)
Half street flow at end of street= 3.346(CFS)
Page 3
c605Pl. 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 min.
Rainfall intensity= 4.735(In/Hr)
summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 20.357 6.74 6.083
2 3.346 9.94 4.735
Qmax(l)
1.000 -·-1.000 _,_ 20.357) +
1.000 -·· 0.678 J. 3.346) + 22. 62 5
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 min.
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 S.OO(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 min.
Time of concentration (TC) = 6.75 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 110.000
;,**"~' CONFLUENCE OF MAIN STREAMS "''*ic-~:
Page 4
c605Pl. 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 min.
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
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
[INDUSTRIAL area type
group A
group B
group c
group D
Initial subarea flow distance
Highest elevation= 487.00(Ft.)
Lowest elevation= 486.50(Ft.)
0.000
1.000
0.000
0.000
J 26.00(Ft.)
Elevation difference= 0.50(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App x-c) = 1.85 min.
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)]=
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 = 0.063(CFS)
Total initial stream area = 0.010(Ac.)
1. 85
storm
is c = 0.850
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 108.100 to Point/Station 110.500 ;,·,;,;, STREET FLOW TRAVEL TH1E + SUBAREA FLOW ADDITION o'd:H
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(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 lO.OOO(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)
Streetflow 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 min.
Adding area flow to street
user specified 'c' value of 0.800 given for subarea
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
c605Pl. 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 min.
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.)
Lowest elevation = 482.00(Ft.)
Elevation difference = 2.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App x-c) = 3.57 m1n.
TC = [1.8*(1.1-C)*distanceA.S)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.8500)*(100.00A.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= 0.314(CFS)
Total initial stream area= O.OSO(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.520 to Point/Station 110.530 ''"'*'' IMPROVED CHANNEL TRAVEL Titv1E ,·:-~:-::-::
Upstream point elevation = 482.00(Ft.)
Downstream point elevation = 474.00(Ft.)
channel length thru subarea 450.00(Ft.)
channel base width O.OOO(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= 12.573(CFS)
Depth of flow= 0.380(Ft.), Average velocity
channel flow top width = 15.189(Ft.)
Flow Velocity= 4.36(Ft/s)
Travel time 1.72 min.
Time of concentration 6.72 min.
critical depth = 0.477(Ft.)
Page 6
12.573(CFS)
4. 360(Ft/s)
Adding area flow to channel
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
c605Pl. OUT
0.000
1.000
0.000
0.000
J [INDUSTRIAL area type
Rainfall intensity
Runoff coefficient
subarea runoff
6.096(In/Hr) for a 100.0 year storm
used for sub-area, Rational method,Q=KCIA, c
20.261(CFS) for 3.910(Ac.)
Total runoff = 20.575(CFS) Total area= 3.96(Ac.)
0.850
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.530 to Point/Station 110.500
"~'**1' PIPEFLOW TRAVEL TifV1E (User specified size) ;'dr"''
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(In.)
Flow top width inside pipe= 21.19(In.)
critical Depth= 19.52(In.)
Pipe flow velocity = 30.86(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 6.75 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity= 6.077(In/Hr)
summary of stream data:
stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 3.351 9.98 4. 724
2 20.575 6.75 6.077 Qmax(l)
1.000 "-1.000 "-3.351) + 0. 777 o. 1.000 -·-20.575) + 19.345 Qmax(2)
1.000 -·-0. 677 ·'-3. 3 51) + 1.000 o. 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
Results of confluence:
Total flow rate= 22.842(CFS)
Page 7
c605Pl. OUT
Time of concentration 6.753 min.
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(In.)
critical Depth = 20.42(In.)
Pipe flow velocity = 16.05(Ft/s)
Travel time through pipe= 0.05 min.
Time of concentration (TC) = 6.80 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity = 6.051(In/Hr)
summary of stream data:
stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 22. 62 5 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 o. 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 min.
Effective stream area after confluence 9.700(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Page 8
c605Pl. OUT
Process from Point/Station 110.000 to Point/Station ~"'"''1' PIPEFLO\v TRAVEL Tifv1E (User specified size) 1"''1<*
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 p1pes = 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(In.)
Flow top width inside pipe = 22.86(In.)
critical depth could not be calculated.
Pipe flow velocity= 20.91(Ft/s)
Travel time through pipe= 0.10 min.
Time of concentration (TC) = 6.89 min.
104.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity= 5.996(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 o = 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 m1n.
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*0.1610h3)/( 92.00)]A.385= 3.31 + 10 min. 13.31 min.
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
1'*1"'' PIPE FLOW TRAVEL TIME (User specified size) ·HH
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 pipes= 1 Required pipe flow 18.536(CFS)
Given pipe size = 24.00(In.)
calculated individual pipe flow 18.536(CFS)
Page 9
Normal flow depth in pipe
Flow top width inside pipe =
critical Depth = 18.60(In.)
c605Pl. OUT
15.26(In.)
23.10(In.)
Pipe flow velocity= 8.79(Ft/s)
Travel time through pipe= 0.30 min.
Time of concentration (TC) = 13.61 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 104.000
i:*;,-~, PIPE FLOW TRAVEL TirvlE (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(In.)
calculated individual pipe flow 18.536(CFS)
Normal flow depth in pipe= 10.70(In.)
Flow top width inside pipe= 23.86(In.)
critical Depth= 18.60(In.)
Pipe flow velocity= 13.69(Ft/s)
Travel time through pipe = 0.41 min.
Time of concentration (TC) = 14.02 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity= 3.793(In/Hr)
summary of stream data:
stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (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 min.
Page 10
'-_j
~)
l _ _j
c605Pl.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
N?. of ~ipes = 1 Required pipe flow 54.473(CFS)
G1ven p1pe size= 36.00(In.)
calculated individual pipe flow 54.473(CFS)
Normal flow depth in pipe= 13.73(In.)
Flow top width inside pipe= 34.97(In.)
critical Depth= 28.77(In.)
Pipe flow velocity= 21.99(Ft/s)
Travel time through pipe= 0.06 min.
Time of concentration (TC) = 6.95 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity= 5.965(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.100 to Point/Station 111.200
**** INITIAL AREA EVALUATION ****
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
[INDUSTRIAL area type
group A
group B
group c
group D
Initial subarea flow distance
Highest elevation = 461.00(Ft.)
Lowest elevation = 459.00(Ft.)
0.000
1.000
0.000
0.000
J 100 . 00 c 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(l/3)] TC = [1.8*(1.1-0.8500)*(100.00A.5)/( 2.00A(l/3)]=
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= 0.314(CFS)
Total initial stream area = 0.050(Ac.)
3.57
storm
is c = 0.850
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.200 to Point/Station 111.300
id** IMPROVED CHANNEL TRAVEL TIME '"*'"*
Upstream point elevation =
Downstream point elevation =
Channel length thru subarea
459.00(Ft.)
455.00(Ft.)
200.00(Ft.)
Page 11
L_J
c605P1.0UT
channel base width O.OOO(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 3.543(CFS)
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 3.320(Ft/s)
channel flow top width = 9.240(Ft.)
Flow velocity= 3.32(Ft/s)
Travel time 1.00 min.
Time of concentration = 6.00 min.
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 ]
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 r~noff 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 ****
group A
group B
group c
group D
0.000
1.000
0.000
0.000
6.00 min. J
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
[INDUSTRIAL area type
Time of concentration
Rainfall intensity
Runoff coefficient
subarea runoff
6.556(In/Hr) for a 100.0 year storm
used for sub-area, Rational method,Q=KCIA, c
5.573(CFS) for 1.000(Ac.)
Total runoff = 11.626(CFS) Total area= 2.08(Ac.)
0.850
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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(In.)
Flow top width inside pipe = 15.84(In.)
critical Depth= 15.58(In.)
Pipe flow velocity = 31.46(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 6.03 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.300 to Point/Station 111.000 **** CONFLUENCE OF MINOR STREAMS ****
Page 12
L ___ )
c605Pl.OUT
Along Main stream number: 1 in normal stream number 2
stream flow area= 2.080(Ac.)
Runoff from this stream 11.626(CFS)
Time of concentration = 6.03 min.
Rainfall intensity= 6.537(In/Hr)
summary of stream data:
stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(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 min.
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 min.
Time of concentration (TC) = 7.13 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.500 to Point/Station
;,-~,*-:' 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
112.000
c605Pl. OUT
critical Depth = 31.02(In.)
Pipe flow velocity 24.40(Ft/s)
Travel time through pipe = 0.14 min.
Time of concentration (TC) = 7.27 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 65.08l(CFS)
Time of concentration= 7.27 min.
Rainfall intensity= 5.794(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 ]
Initial subarea flow distance 26.00(Ft.)
Highest elevation = 454.65(Ft.)
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 min.
TC = [1.8*(1.1-C)*distanceA.S)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.8500)*( 26.00A.5)/( 1.92A(1/3)]= 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
1'*** STREET FLOVJ TRAVEL Tirv1E + 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
112.100
c605Pl. 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 min.
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 min.
Rainfall intensity = 5.153(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.400 to Point/Station
**** 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 min.
TC = [1.8*(1.1-C)*distanceA.S)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.8500)*(100.00A.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
112.300
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
1'*** IMPROVED CHANNEL TRAVEL TirvlE -lei:**
Upstream point elevation =
Downstream point elevation =
441. 50(Ft.)
437.00(Ft.)
Page 15
'_)
c605Pl. OUT
channel length thru subarea 300.00(Ft.)
channel base width O.OOO(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 '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 3.251(Ft/s)
channel flow top width = 11.110(Ft.)
Flow velocity= 3.25(Ft/s)
Travel time 1.54 min.
Time of concentration= 6.54 min.
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 ]
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 ****
group A
group B
group c
group D
0.000
1.000
0.000
0.000
6.54 min. J
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
[INDUSTRIAL area type
Time of concentration
Rainfall intensity
Runoff coefficient
subarea runoff
6.205(In/Hr) for a 100.0 year storm
used for sub-area, Rational method,Q=KCIA, c
10.444(CFS) for 1.980(Ac.)
Total runoff = 18.455(CFS) Total area = 3.48(Ac.)
0.850
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.200 to Point/Station 112.100
*~'·H PIPE FLOW TRAVEL TH-'lE (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(In.)
calculated individual pipe flow 18.455(CFS)
Normal flow depth in pipe= 5.91(In.)
Flow top width inside pipe= 20.68(In.) Critical Depth= 18.56(In.)
Pipe flow velocity= 30.72(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 6.58 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.200 to Point/Station 112.100
**** CONFLUENCE OF MINOR STREAMS ****
Page 16
L
c605P1.0UT
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 min. Rainfall intensity= 6.179(In/Hr)
summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(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 T
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 above data:
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 min.
Effective stream area after confluence 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(In.)
critical Depth= 20.72(In.)
Pipe flow velocity = 20.45(Ft/s)
Travel time through pipe = 0.00 min.
Time of concentration (TC) = 6.59 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 112.100 to Point/Station
**** 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 min.
Rainfall intensity= 6.177(In/Hr)
Program is now starting with Main Stream No. 3
Page 17
112.000
·~ __ )
c605Pl. OUT
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 m1n.
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)]= 1.85
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= 1.500(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 = 0.078(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 min.
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= 5.029(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
c605P1.0UT
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.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity= 5.029(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.700 to Point/Station 112.800
**** 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 = 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 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)]= 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 112.800 to Point/Station 112.900
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 434.00(Ft.)
Downstream point elevation = 428.00(Ft.)
channel length thru subarea 400.00(Ft.)
channel base width O.OOO(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= 13.074(CFS)
Depth of flow= 0.398(Ft.), Average velocity
channel flow top width = 15.912(Ft.)
Flow Velocity= 4.13(Ft/s)
Travel time = 1.61 min.
Time of concentration = 6.61 min.
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
13.074(CFS)
4.131(Ft/s)
'-.__)
c605Pl. OUT
group c = 0.000
group D = 0.000
J
Decimal fraction soil
Decimal fraction soil
[INDUSTRIAL area type
Rainfall intensity
Runoff coefficient
subarea runoff
6.159(In/Hr) for a 100.0 year storm
used for sub-area, Rational method,Q=KCIA, C
20.785(CFS) for 3.970(Ac.)
Total runoff = 21.412(CFS) Total area = 4.07(Ac.)
0.850
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.900 to Point/Station
*"''** PIPEFLOVJ TRAVEL Tifv1E (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 min.
Time of concentration (TC) = 6.66 min.
112.600
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity = 6.130(In/Hr)
summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 2.115 9.06 5.029
2 21.412 6.66 6.130
Qmax(l)
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 min.
Effective stream area after confluence 4.560(Ac.)
Page 20
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Time of concentration (TC) = 6.71 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity = 6.101(In/Hr)
summary of stream data:
Stream Flow rate TC Rainfall Intensity
NO. (CFS) (min) (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 o. 1.000 -·-65. 081) +
0.938 _,_ 1.000 0-23. 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 o. 0.981 _,_ 22. 968) + 105.200
Qmax(3)
1.000 _,_ 0.923 -·-65. 081) +
0.988 J. 1.000 o. 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:
Total flow rate = 109.148(CFS)
Time of concentration= 7.272 min.
Page 21
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Effective stream area after confluence 34.910(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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
N9. of ~ipes = 1 Required pipe flow 109.148(CFS)
G1ven p1pe 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(In.)
critical Depth= 37.96(In.)
Pipe flow velocity= 33.98(Ft/s)
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 7.29 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity= 5.783(In/Hr)
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 lOO.OO(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 min.
TC = [1.8*(1.1-C)*distanceA.S)/(% slopeA(l/3)]
TC = [1.8*(1.1-0.8500)*(100.00A.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
c605P1.0UT
Downstream point elevation = 450.00(Ft.)
channel length thru subarea 400.00(Ft.)
channel base width O.OOO(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 'N' = 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 min.
Time of concentration= 5.73 min.
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 ]
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 ****
group A
group B
group c
group D
0.000
1.000
0.000
0.000
5.73 min. J
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
[INDUSTRIAL area type
Time of concentration
Rainfall intensity
Runoff coefficient
subarea runoff
6.758(In/Hr) for a 100.0 year storm
used for sub-area, Rational method,Q=KCIA, c
19.186(CFS) for 3.340(Ac.)
Total runoff = 27.856(CFS) Total area= 4.84(Ac.)
0.850
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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(In.)
calculated individual pipe flow 27.856(CFS)
Normal flow depth in pipe= 9.55(In.)
Flow top width inside pipe= 27.95(In.)
critical Depth= 21.59(In.)
Pipe flow velocity= 20.72(Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (TC) = 5.78 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 113.400 to Point/Station 113.500
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**i<i< PIPEFLOitJ TRAVEL TIME (User specified size) i<*'"'<
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 min.
Time of concentration (TC) = 6.31 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity= 6.348(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 113.400 to Point/Station 113.450
i:><-:d 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 min.
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.)
slope from curb to property line (v/hz) 0.020
Gutter width= 1.500(Ft.)
Page 24
c605P1.0UT
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 0.082(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 min. TC = 9.33 min.
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(In.)
calculated individual pipe flow 2.621(CFS)
Normal flow depth in pipe = 4.07(In.)
Flow top width inside pipe= 15.05(In.)
critical Depth= 7.35(In.)
Pipe flow velocity= 8.76(Ft/s)
Travel time through pipe= 0.08 min.
Time of concentration (TC) = 9.41 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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
areas overland flow method (App X-C) = 2.28 m1n.
TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(1/3)]
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TC = [1.8*(1.1-0.8500)*( 46.00A.5)/( 2.39A(1/3)]= 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)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width= 1.500(Ft.)
Flow velocity= 2.71(Ft/s)
Travel time= 3.68 min. TC = 8.68 m1n.
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
H>'d PIPE FLOW 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 min.
Time of concentration (TC) = 8.69 min.
Page 26
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity= 5.165(In/Hr)
summary of stream data:
Stream Flow rate
No. (CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 27.856
2 2. 621
3 3.928
Qmax(l)
6. 31
9.41
8.69
6. 348
4.906
5.165
1.000 * 1.000 _,_ 1.000
0.671
_,_
_,_ 27.856) +
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 min.
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(In.)
Pipe flow velocity= 17.08(Ft/s)
Travel time through pipe = 0.07 min.
Time of concentration (TC) = 6.38 min.
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity= 6.304(In/Hr)
summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 109.148 7.29 5.783
2 32.467 6. 38 6. 304
Qmax(l)
1.000 _,_ 1.000 ·'-109.148) +
0.917 _,_ 1.000 ·'-32. 467) + 138.933
Qmax(2)
1.000 _,_ 0.875 n 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 min.
Effective stream area after confluence 41.260(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 113.000 to Point/Station 114.000
*"~'·~<* PIPE FLOW 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 min.
Time of concentration (TC) = 7.43 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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
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stream flow area= 41.260(Ac.)
Runoff from this stream 138.933(CFS)
Time of concentration 7.43 min.
Rainfall intensity= 5.713(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 m1n.
TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.8500)*(100.00A.5)/( 2.00A(l/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 114.200 to Point/Station 114.300
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation= 407.50(Ft.)
Downstream point elevation = 403.00(Ft.)
channel length thru subarea 300.00(Ft.)
channel base width O.OOO(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 12.54l(CFS)
Manning's 'N' = 0.015
Maximum depth of channel 1.000(Ft.)
Flow(q) thru subarea= 12.54l(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 min.
Time of concentration = 6.22 min.
critical depth = 0.477(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 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.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Page 29
_j
c605Pl. OUT
Process from Point/Station 114.300 to Point/Station ,,.,,*.,, 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(In.)
Flow top width inside pipe= 20.79(In.)
critical Depth = 19.82(In.)
Pipe flow velocity= 34.64(Ft/s) Travel time through pipe = 0.02 min.
Time of concentration (TC) = 6.25 min.
114.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity= 6.391(In/Hr)
summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 138.933 7.43 5. 713
2 21. 319 6.25 6. 391 Qmax(l)
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 min.
Effective stream area after confluence 45.160(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 114.000 to Point/Station 115.000
''*** PIPEFLOI'J TRAVEL TIME (User specified size) .,,H*
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 p1pes = 1 Required pipe flow 157.990(CFS)
Given pipe size = 48.00(In.)
Page 30
c605Pl.OUT
calculated individual pipe flow 157.990(CFS)
Normal flow depth in pipe = 22.92(In.)
Flow top width inside pipe= 47.95(In.)
critical Depth = 43.84(In.)
Pipe flow velocity = 26.65(Ft/s)
Travel time through pipe= 0.21 min.
Time of concentration (TC) = 7.64 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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 ]
Note: user entry of impervious value, Ap = 0.850
Initial subarea flow distance 100.00(Ft.)
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 m1n.
TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.8972)*(100.00A.5)/( 6.78A(1/3)]= 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
·H*t' 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(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) = 0.094
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
Page 31
c605Pl. 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)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 3.049(Ft.)
Flow velocity= 3.12(Ft/s)
Travel time= 2.67 min. TC = 7.67 min.
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 5.599(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, c 0.739
subarea runoff= 3.724(CFS) for 0.900(Ac.)
Total runoff = 4.055(CFS) Total area = 0.95(Ac.)
street flow at end of street = 4.055(CFS)
Half street flow at end of street= 4.055(CFS)
Depth of flow= 0.257(Ft.), Average velocity= 4.830(Ft/s)
Flow width (from curb towards crown)= 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.)
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 min.
Time of concentration (TC) = 7.74 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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
Decima 1 fraction soil group B 0.000
Decimal fraction soil group c 0.000
Decimal fraction soil group D 1.000
[INDUSTRIAL area type J Page 32
c605Pl. 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 min.
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)]= 3.47
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 = 0.739
subarea runoff= 0.164(CFS)
Total initial stream area = 0.030(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 115.250 to Point/Station 115.200
-;,·,-;:1, 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 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.)
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)
Streetflow 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 min.
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) HH
Page 33
c605Pl. 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(In.)
calculated individual pipe flow 3.119(CFS)
Normal flow depth in pipe= 3.72(In.)
Flow top width inside pipe= 14.57(In.)
critical Depth = 8.06(In.)
Pipe flow velocity= 11.84(Ft/s)
Travel time through pipe = 0.01 min.
Time of concentration (TC) = 7.94 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity = 5.476(In/Hr)
summary of stream data:
stream Flow rate
No. (CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 157.990
2 4.055
3 3.119
Qmax (1) =
1.000 -·-
1.000 -·-
1. 000 -·-
Qmax (2)
0.991 "
1.000 -·-
1.000 -·-
Qmax(3)
0.976 -·-
0.984 o.
1.000 "
7.64
7.74
7.94
1.000 -·-
0.987 o.
0.962 -·-
1.000 o.
1.000 "
0.975 -·-
1.000 -·-
1.000 o.
1.000 -··
5. 613
5.565
5.476
157.990) T
4.055) +
3.119) + 164.992
157.990) +
4.055) +
3.119) + 163.726
157.990) +
4.055) +
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 min.
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
c605Pl. OUT
Downstream point/station elevation = 352.00(Ft.)
Pipe length 40.47(Ft.) Manning's N = 0.013
No. of p1pes = 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(In.)
Critical Depth = 44.36(In.)
Pipe flow velocity = 26.87(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 7.66 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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 min.
TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.8500)*(100.00A.5)/( l.OOA(l/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= O.lOO(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 O.OOO(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 l.OOO(Ft.)
Page 35
3.449(CFS)
: _ _j
c605Pl.OUT
Flow(q) thru subarea= 3.449(CFS)
Depth of flow= 0.226(Ft.), Average velocity
Channel flow top width = 9.047(Ft.)
Flow Velocity= 3.37(Ft/s)
Travel time 1.63 min.
Time of concentration = 6.63 min.
critical depth = 0.283(Ft.)
Adding area flow to channel
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group c
Decimal fraction soil group D
0.000
1.000
0.000
0.000
J
3. 371(Ft/s)
[INDUSTRIAL area type
Rainfall intensity
Runoff coefficient
subarea runoff
6.149(In/Hr) for a 100.0 year storm
used for sub-area, Rational method,Q=KCIA, c
4.704(CFS) for 0.900(Ac.)
Total runoff = 5.331(CFS) Total area= 1. OO(Ac.)
0.850
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2403.000 to Point/Station 2403.000
**** SUBAREA FLOW ADDITION ****
group A
group B
group c
group o
0.000
1.000
0.000
0.000
6.63 min. J
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
[INDUSTRIAL area type
Time of concentration
Rainfall intensity
Runoff coefficient
subarea runoff
6.149(In/Hr) for a 100.0 year storm
used for sub-area, Rational method,Q=KCIA, c
10.453(CFS) for 2.000(Ac.) Total runoff = 15.784(CFS) Total area= 3. OO(Ac.)
0.850
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2403.000 to Point/Station 2404.000
,;,:-:de PIPEFLOW TRAVEL TIME (User specified size) ''c-!<'~c-:,
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(In.)
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 min.
Time of concentration (TC) 7.41 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 oeci mal fraction soil group c 0.000 Decimal fraction soil group D 0.000 [INDUSTRIAL area type J Time of concentration = 7.41 min.
Page 36
l __ ~
'----'
Rainfall intensity
Runoff coefficient
subarea runoff
Total runoff =
c605Pl. OUT 5.724(In/Hr) for a 100.0 year storm
used for sub-area, Rational method,Q=KCIA, c
15.910(CFS) for 3.270(Ac.)
31.694(CFS) Total area= 6.27(Ac.)
0.850
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2404.000 to Point/Station 2304.000 **"'* 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
N9. of ~ipes = 1 Required pipe flow 31.694(CFS)
G1ven p1pe size= 30.00(In.)
calculated individual pipe flow 31.694(CFS)
Normal flow depth in pipe = 14.32(In.)
Flow top width inside pipe= 29.97(In.)
critical Depth = 22.99(In.)
Pipe flow velocity = 13.69(Ft/s)
Travel time through pipe = 0.12 min.
Time of concentration (TC) = 7.53 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity= 5.664(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2301.000 to Point/Station 2302.000 "''"""' INITIAL AREA EVALUATION ,,.,.,-;,
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
[INDUSTRIAL area type
group A
group B
group c
group D
Initial subarea flow distance
Highest elevation = 390.00(Ft.)
Lowest elevation = 388.00(Ft.)
0.000
1.000
0.000
0.000
J 100.00(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)]=
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
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2302.000 to Point/Station 2303.000
***"' IMPROVED CHANNEL TRAVEL TIME **''''
Page 37
c605P1.0UT
Upstream point elevation = 388.00(Ft.)
Downstream point elevation 385.00(Ft.)
channel length thru subarea 430.00(Ft.)
channel base width O.OOO(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 9.720(CFS)
Manning's 'N' = 0.015
Maximum depth of channel 1.000(Ft.)
Flow(q) thru subarea= 9.720(CFS)
Depth of flow= 0.411(Ft.), Average velocity 2.879(Ft/s)
channel flow top width = 16.435(Ft.)
Flow velocity= 2.88(Ft/s)
Travel time 2.49 min.
Time of concentration= 7.49 min.
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 ]
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 ****
group A
group B
group c
group D
0.000
1.000
0.000
0.000
7.49 min. J
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
[INDUSTRIAL area type
Time of concentration
Rainfall intensity
Runoff coefficient
subarea runoff
5.685(In/Hr) for a 100.0 year storm
used for sub-area, Rational method,Q=KCIA, c
6.378(CFS) for 1.320(Ac.)
Total runoff = 21.018(CFS) Total area = 4.32(Ac.)
0.850
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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(In.)
Flow top width inside pipe= 21.96(In.)
critical Depth= 19.7l(In.)
Pipe flow velocity= 26.71(Ft/s)
Travel time through pipe= 0.03 min.
Time of concentration (TC) = 7.52 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Page 38
c605Pl. OUT
Process from Point/Station 2303.000 to Point/Station 2304.000
**** CONFLUENCE OF MINOR STREAMS ****
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 min.
Rainfall intensity= 5.672(In/Hr)
summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 31.694 7.53 5.664
2 21. 018 7.52 5. 672
Qmax(l)
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 min.
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(In.)
Flow top width inside pipe= 29.89(In.) Critical Depth= 27.96(In.)
Pipe flow velocity= 19.33(Ft/s)
Travel time through pipe = 0.22 min.
Time of concentration (TC) = 7.75 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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)
Time of concentration= 7.75 min.
Rainfall intensity= 5.56l(In/Hr)
Page 39
c605Pl.OUT
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 ]
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 min.
TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.8500)*( 93.00A.5)/( 1.85A(1/3)]= 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)
streetflow 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 m1n.
Adding area flow to street
Decimal fraction soil group A 0.000
Decimal fraction soil group 8 1.000
Decimal fraction soil group c 0.000
Decimal fraction soil group D 0.000
[INDUSTRIAL area type ]
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.)
Total runoff= 2.369(CFS) Total area= 0.47(Ac.)
street flow at end of street 2.369(CFS)
Page 40
J _j
c605Pl. 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
*''** PIPEFLOVJ TRAVEL Titv1E (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 min.
Time of concentration (TC) = 7.08 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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 ]
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 min.
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 FLOVJ TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 381.460(Ft.)
Page 41
c605P1.0UT
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(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 = 0.075(CFS)
Depth of flow= 0.072(Ft.), Average velocity= 2.400(Ft/s)
Streetflow 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 min.
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.)
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(In.) 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(In.)
Pipe flow velocity= 8.10(Ft/s)
Travel time through pipe= 0.09 min.
Time of concentration (TC) = 7.03 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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.)
Runoff from this stream 1.991(CFS)
Time of concentration= 7.03 min.
Page 42
c605Pl. OUT
Rainfall intensity =
summary of stream data:
5. 92l(In/Hr)
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 52.683 7.75 5. 561
2 2.369 7.08 5.895
3 1. 991 7.03 5.921
Qmax(1)
1.000 ""}; 1.000 o. 52.683) +
0.943 o. 1.000 c. 2. 369) +
0.939 o. 1.000 o. 1. 991) + 56.787
Qmax(2)
1.000 c. 0.913 " 52.683) +
1.000 ·'· 1.000 c. 2. 369) +
0.996 J. 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 min.
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
N9. of ~ipes = 1 Required pipe flow 56.787(CFS)
G1ven p1pe 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(In.)
Pipe flow velocity = 19.67(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 7.78 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Page 43
Rainfall intensity =
summary of stream data:
c605Pl.OUT
5. 546(In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(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 -J; 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 min.
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(In.)
Calculated individual pipe flow 220.912(CFS)
Normal flow depth in pipe= 28.59(In.)
Flow top width inside pipe= 53.91(In.)
critical Depth= 49.91(In.)
Pipe flow velocity = 25.82(Ft/s)
Travel time through pipe = 0.14 min.
Time of concentration (TC) = 7.80 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 116.000 to Point/Station 116. 500
**** CONFLUENCE OF MINOR STREAMS ****
Along ~ain 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 min.
Rainfall intensity= 5.536(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 115.100 to Point/Station 115.200
*'~<'~<'~< INITIAL AREA EVALUATION ~--·-~-~-
Page 44
c605Pl. OUT
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 min.
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 TH-1E + SUBAREA FLmv ADDITION t,-:d,,
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.)
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 = O.OSO(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 min.
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
c605Pl. OUT
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 116.600 to Point/Station 116.500
***'< PIPEFLOW TRAVEL TIME (User specified size) i<***
Upstream point/staTion elevation = 344.00(Ft.)
Downstream point/station elevation = 343.40(Ft.)
Pipe length 5.25(Ft.) Manning's N = 0.013
N9. of ~ipes = 1 Required pipe flow 2.217(CFS)
G1ven p1pe 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 min.
Time of concentration (TC) = 7.45 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity= 5.705(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (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 o. 0.954 -·-220. 912) +
1.000 o. 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 min.
Effective stream area after confluence 58.750(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 116.500 to Point/Station 117.000
"~<**'< PIPE FLOW TRAVEL TIME (User specified size) "~<**'<
341. 90(Ft.)
341. OO(Ft.)
Upstream point/station elevation =
Downstream point/station elevation =
Page 46
c605Pl.OUT
Pipe 1en~th 21.58(Ft.) Manning's N = 0.013
No. oT p1pes 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(In.)
Critical Depth= 49.99(In.)
Pipe flow velocity= 25.91(Ft/s) Travel time through pipe = 0.01 min.
Time of concentration (TC) = 7.82 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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 min.
TC = [1.8*(1.1-c)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(l.l-0.8500)*(200.00A.5)/( 2.00A(l/3)]= 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= O.lOO(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2408.000 to Point/Station 2409.000
'~**1< IMPROVED CHANNEL TRAVEL TIME ·H**
upstream point elevation = 395.00(Ft.)
Downstream point elevation = 390.00(Ft.) channel length thru subarea 350.00(Ft.)
channel base width O.OOO(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= 4.361(CFS)
Depth of flow= 0.266(Ft.), Average velocity
Page 47
4.36l(CFS)
3.082(Ft/s)
L_ I
c605Pl. OUT
channel flow top width = 10.639(Ft.)
Flow velocity= 3.08(Ft/s)
Travel time 1.89 min.
Time of concentration = 6.94 min.
critical depth = 0.313(Ft.) Adding area flow to channel
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group c
Decimal fraction soil group D
0.000
1.000
0.000
0.000
J [INDUSTRIAL area type Rainfall intensity
Runoff coefficient
subarea runoff
5.969(In/Hr) for a 100.0 year storm
used for sub-area, Rational method,Q=KCIA, c
6.088(CFS) for 1.200(Ac.)
Total runoff = 6.711(CFS) Total area= 1.30(Ac.)
0.850
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2409.000 to Point/Station 2410.000
H>'* 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(In.)
Critical Depth = 11.01(In.)
Pipe flow velocity = 8.06(Ft/s)
Travel time through pipe= 1.03 min.
Time of concentration (TC) = 7.98 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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
''h''* PIPE FLOW TRAVEL TIME (User specified size) >'d*i'
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 p1pes = 1 Required pioe flow 16.918(CFS)
Given pipe size = 36.00(In.)
calculated individual pipe flow 16.918(CFS)
Normal flow depth in pipe = 11.43(In.)
Flow top width inside pipe= 33.51(In.)
Page 48
123.000
'-_j
\ ___ ~I
c605Pl.OUT
critical Depth = 15.78(In.)
Pipe flow velocity= 8.78(Ft/s)
Travel time through pipe = 1.42 min.
Time of concentration (TC) = 9.40 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 123.000 to Point/Station 123.000
**** SUBAREA FLOW ADDITION ****
group A
group B
group c
group D
0.000
1.000
0.000
0.000
9.40 min. J
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
[INDUSTRIAL area type
Time of concentration
Rainfall intensity
Runoff coefficient
subarea runoff
4.909(In/Hr) for a 100.0 year storm
used for sub-area, Rational method,Q=KCIA, c
36.556(CFS) for 8.760(Ac.)
Total runoff = 53.474(CFS) Total area = 12.26(Ac.)
0.850
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 123.000 to Point/Station 117.000
~"''~"' PIPE FLOW TRAVEL Tif\1E (User specified size) ,-c,·,-c,-c
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)
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(In.)
critical Depth= 28.49(In.)
Pipe flow velocity = 31.95(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 9.43 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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
*~"'d' INITIAL AREA EVALUATION *~"''*
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group c
Decimal fraction soil group D
[INDUSTRIAL area type
Initial subarea flow distance
0.000
1.000
0.000
0.000
J = 26.00(Ft.)
Page 49
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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 min.
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)]= 1.85
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(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 = 0.083(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 min. TC = 7.59 m1n.
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 5.635(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
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No. of pipes= 1 Required pipe flow 3.176(CFS)
Given pipe size = 30.00(In.)
calculated individual pipe flow 3.176(CFS)
Normal flow depth in pipe= 3.76(In.)
Flow top width inside pipe= 19.88(In.)
critical Depth = 7.01(In.)
Pipe flow velocity = 8.92(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 7.67 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity= 5.598(In/Hr)
summary of stream data:
stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (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 o. 53.474) +
0.988 -·-1.000 o. 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 c. 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 min.
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
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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(In.)
Calculated individual pipe flow 270.527(CFS)
Normal flow depth in pipe = 30.66(In.)
Flow top width inside pipe= 53.50(In.)
critical depth could not be calculated.
Pipe flow velocity = 29.01(Ft/s)
Travel time through pipe = 0.16 min.
Time of concentration (TC) = 7.98 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity = 5.456(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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.)
Lowest elevation = 394.00(Ft.)
Elevation difference = 2.00(Ft.)
Time of concentration calculated bv the urban
areas overland flow method (App x-t) = 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)]= 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 O.OOO(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)
Travel time 1.59 min.
Time of concentration= 6.59 min.
Page 52
3.762(CFS)
3.147(Ft/s)
c605Pl. OUT
Critical depth = 0.293(Ft.) Adding area flow to channel
user specified 'c' value of 0.850 given for subarea
Rainfall intensity 6.175(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C
subarea runoff 5.248(CFS) for 1.000(Ac.)
Total runoff= 5.875(CFS) Total area= 1.10(Ac.)
0.850
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 min.
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 min.
Time of concentration (TC) = 7.45 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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
**'~d' 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)
Normal flow depth in pipe = 8.12(In.)
Flow top width inside pipe = 26.66(In.)
Page 53
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critical Depth = 25.20(In.)
Pipe flow velocity 36.09(Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 7.50 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 118.500 to Point/Station 118.000
•'<id* PIPE FLOW 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(In.)
Flow top width inside pipe = 29.41(In.)
critical Depth = 25.20(In.)
Pipe flow velocity = 12.63(Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (TC) = 7.56 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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)
Time of concentration= 7.56 min.
Rainfall intensity= 5.652(In/Hr)
summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 270. 527 7.98 5.456
2 38.746 7. 56 5.652
Qmax(l)
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 min.
Effective stream area after confluence 79.350(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 118.000 to Point/Station 119.000
Page 54
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·~<*** PIPEFLmv 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
N~. of ~ipes 1 Required pipe flow = 307.928(CFS)
G1ven p1pe size = 54.00(In.)
calculated individual pipe flow 307.928(CFS)
Normal flow depth in pipe = 28.76(In.)
Flow top width inside pipe= 53.89(In.)
Critical depth could not be calculated.
Pipe flow velocity = 35.77(Ft/s)
Travel time through pipe = 0.14 min.
Time of concentration (TC) = 8.13 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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 ]
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 min.
TC = [1.8*(1.1-C)*distanceA.S)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.3500)*( 65.00A.5)/( 46.15A(1/3)]= 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
'"''*'' 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
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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 = 0.045(CFS)
Depth of flow= 0.057(Ft.), Average velocity= 2.279(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 1.500(Ft.)
Flow velocity= 2.28(Ft/s)
Travel time= 4.32 min. TC = 9.32 min.
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(In.)
Flow top width inside pipe= 16.94(In.)
critical Depth = 8.96(In.)
Pipe flow velocity= 7.49(Ft/s)
Travel time through pipe= 0.09 min.
Time of concentration (TC) = 9.41 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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
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[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 min.
TC = [1.8*(1.1-C)*distanceA.S)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.3500)*( 30.00A.5)/( 53.33A(1/3)]= 1.96
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 124.000 to Point/Station 125.000
·H~'* STREET FLOW TRAVEL Tifv1E + 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
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 = 0.033(CFS)
Depth of flow= 0.051(Ft.), Average velocity= 2.107(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width= 1.500(Ft.)
Flow velocity= 2.11(Ft/s)
Travel time = 4.67 min. TC = 9.67 m1n.
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
No. of p1pes = 1 Required pipe flow 2.182(CFS)
Given pipe size = 18.00(In.)
Page 57
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calculated individual pipe flow 2.182(CFS)
Normal flow depth in pipe = 3.00(In.)
Flow top width inside pipe = 13.42(In.)
critical Depth = 6.69(In.)
Pipe flow velocity = 11.24(Ft/s)
Travel time through pipe = 0.01 min.
Time of concentration (TC) = 9.67 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity = 4.820(In/Hr)
summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (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
Qrnax (2)
0.910 -·-1.000 -·-307.928) +
1.000 _,_ 1.000 -·-3. 821) +
1.000 -!.-0.973 _,_ 2.182) + 286.107
Qrnax(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 min.
Effective stream area after confluence 81.340(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 119.000 to Point/Station 128.000
·H*>' PIPE FLOW 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)
Page 58
, __ 1,
c605Pl.OUT
26.30(In.)
59.54(In.)
Normal flow depth in pipe
Flow top width inside pipe =
critical Depth= 56.58(In.)
Pipe flow velocity= 37.80(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 8.16 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity= 5.381(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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
areas overland flow method (App x-c) = 7.77 min.
TC = [1.8*(1.1-C)*distanceA.S)/(% 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
-::-~'''* PIPE FLOW 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(In.)
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 min.
Time of concentration (TC) = 7.91 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 165.000 to Point/Station 132.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Page 59
Stream flow area =
Runoff from this stream
Time of concentration
Rainfall intensity =
c605Pl. OUT
3.810(Ac.)
18. 608 (CFS)
7.91 min.
5.486(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 129.000 to Point/Station 130.000
***"'' INITIAL AREA EVALUATION ''d**
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 min.
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)]= 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 p1pes = 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 = 6.46(In.)
Flow top width inside pipe= 17.27(In.)
critical depth could not be calculated.
Pipe flow velocity= 32.42(Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (TC) = 8.45 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 131.000 to Point/Station 132.000 .,,.,:-;,* PIPEFLOW TRAVEL TH<1E (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(In.)
critical depth could not be calculated.
Pipe flow velocity= 17.01(Ft/s)
Travel time through pipe = 0.28 min.
Time of concentration (TC) = 8.73 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 131.000 to Point/Station 132.000
Page 60
c605Pl. 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 min.
Rainfall intensity= 5.151(In/Hr)
summary of stream data:
stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 18.608 7.91 5.486
2 18.468 8.73 5.151
Qmax(1)
1.000 ·'· 1.000 o. 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 min.
Effective stream area after confluence 7.920(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 132.000 to Point/Station 132.100
-::-!dd PIPE FLOW TRAVEL TIME (User specified size) '""H'
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 min.
Time of concentration (TC) = 8.91 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 pipes= 1 Required pipe flow 35.940(CFS)
Given pipe size = 24.00(In.)
calculated individual pipe flow 35.940(CFS)
Page 61
c605Pl. OUT
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 min.
Time of concentration (TC) = 9.02 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity= 5.044(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 130.000 to Point/Station 134.000 ***"' INITIAL AREA EVALUATION ,.,.,icic
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 ]
Initial subarea flow distance 500.00(Ft.)
Highest elevation= 373.00(Ft.)
Lowest elevation = 364.00(Ft.)
Elevation difference = 9.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (Aoo X-C) = 7.66 min.
TC = [1.8*(1.1-c)*distanceA:sj/(% s~opeA(1/3)]
TC = [1.8*(1.1-0.8685)*(500.00A.5)/( 1.80A(1/3)]= 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
'H'""'' PIPEFLOVJ TRAVEL TIME (User specified size) ""'"'cic
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(In.)
critical depth could not be calculated.
Pipe flow velocity = 30.86(Ft/s)
Travel time through pipe = 0.07 min.
Time of concentration (TC) = 7.73 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 134.000 to Point/Station 133.000
**** CONFLUENCE OF MINOR STREAMS ****
Page 62
I~
c605P1.0UT
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 min.
Rainfall intensity= 5.570(In/Hr)
summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(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 min.
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 134.3?(Ft.). Manning's N = 0.013
No. of p1pes = 1 Requ1red p1pe flow 54.181(CFS)
Given pipe size = 24.00(In.)
calculated individual pipe flow 54.181(CFS)
Normal flow depth in pipe = 20.16(In.)
Flow top width inside pipe= 17.60(In.) critical depth could not be calculated.
Pipe flow velocity = 19.25(Ft/s)
Travel time through pipe= 0.12 min.
Time of concentration (TC) = 9.13 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity = 5.002(In/Hr)
Page 63
~,
i ' ~ I
,_j
c605Pl. OUT
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 135.000 to Point/Station
**** 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 min.
TC = [1.8*(1.1-C)*distanceA.S)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.4000)*(120.00A.5)/( 43.33A(1/3)]= 3.93
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
132.000
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(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 = 0.057(CFS)
Depth of flow= 0.062(Ft.), Average velocity= 2.496(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width= 1.500(Ft.) Flow velocity= 2.50(Ft/s)
Travel time= 3.74 min. TC = 8.74 min.
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.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Page 64
c605Pl.OUT
Process from Point/Station 136.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 303.60(Ft.)
Downstream point/station elevation = 303.10(Ft.)
Pipe len~th 5.25(Ft.) Manning's N = 0.013
No. of p1pes = 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(In.)
critical Depth = 10.67(In.)
Pipe flow velocity= 13.54(Ft/s) Travel time through pipe = 0.01 min.
Time of concentration (TC) = 8.75 min.
137.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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 min.
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)]= 1.75
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 FLOVJ ADDITION ;,;,.;,;,
10p of street segment elevation= 3)5.000(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.)
Distance from crown to crossfall grade break 24.500(Ft.)
slope from gutter to grade break (v/hz) = 0.020
Page 65
'--)
c605Pl. OUT
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 min.
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 ''*'"'' PIPEFLO'rJ TRAVEL TIME (User specified size) **'H'
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 p1pes = 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 min.
Time of concentration (TC) = 8.42 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity = 5.272(In/Hr)
summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 54.181 9.13 5.002
2 5. 322 8.75 5.143
3 3. 340 8.42 5. 272
Page 66
c605P1.0UT
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 n 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 min. Effective stream area after confluence 14.760(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 137.000 to Point/Station 128.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 301.60(Ft.)
Downstream point/station elevation= 296.50(Ft.)
Pipe length 85.4~(Ft.). Manning's N = 0.013
No. of p1pes = 1 Requ1red p1pe flow 62.52S(CFS)
Given pipe size= 36.00(In.)
calculated individual pipe flow 62.525(CFS)
Normal flow depth in pipe = 15.47(In.)
Flow top width inside pipe= 35.64(In.)
critical Depth = 30.54(In.)
Pipe flow velocity= 21.53(Ft/s)
Travel time through pipe = 0.07 min.
Time of concentration (TC) = 9.20 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity = 4.979(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 126.000 to Point/Station 127.000
**** INITIAL AREA EVALUATION ****
User specified 'c' value of 0.860 given for subarea
Initial subarea flow distance 630.00(Ft.)
Page 67
c605Pl.OUT
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 min.
TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.8600)*(630.00A.5)/( 1.90A(1/3)]= 8.75
Rainfall intensity (I) = 5.143 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is c = 0.860
subarea runoff= 22.867(CFS)
Total initial stream area = 5.170(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 127.000 to Point/Station
-!:;'*"~' PIPEFLO\v 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(In.)
critical Depth = 20.42(In.)
Pipe flow velocity = 20.22(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 8.79 min.
128.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity= 5.128(In/Hr)
summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 313.061 8.16 5.381 2 62.525 9.20 4.979
3 22.867 8.79 5.128
Qmax(l) = 1.000 '!~ 1.000 ·'· 313. 061) +
1.000 ·'· 0.887 ·'· 62.525) T
1.000 * 0.928 o. 22. 867) + 389.716
Qmax(2)
0.925 i-r 1.000 o. 313. 061) +
1.000 ·'· 1.000 ... 62.525) +
0.971 * 1.000 o. 22. 867) + 374.394
Qmax(3)
0.953 o. 1.000 o. 313.061) +
1.000 * 0.955 J. 62.525) + 1.000 o. 1.000 ... 22. 867) + 380.940
Page 68
c605P1.0UT
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 min.
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(In.)
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 min.
Time of concentration (TC) = 8.31 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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 min.
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
Page 69
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subarea runoff = 20.471(CFS)
Total initial stream area= 3.450(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 142.000 to Point/Station 143.000 **"'"" PIPEFLOW TRAVEL TIME (User specified size) **''ci<
Upstream point/station elevation= 327.97(Ft.)
Downstream point/station elevation= 289.50(Ft.)
Pipe length 130.30(Ft.) Manning's N = 0.013
N9. of ~ipes = 1 Required pipe flow 20.471(CFS)
G1ven p1pe size= 18.00(In.)
calculated individual pipe flow 20.471(CFS)
Normal flow depth in pipe= 7.45(In.)
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 min.
Time of concentration (TC) = 6.03 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 143.000 to Point/Station 144.000
,.,.,.;c-:, PIPEFLOW TRAVEL TIME (User specified size) ,·c-:,H
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(In.)
Flow top width inside pipe= 23.87(In.)
Critical Depth = 19.48(In.)
Pipe flow velocity= 11.50(Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (TC) = 6.09 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity = 6.498(In/Hr)
summary of stream data:
stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 389.716 8.31 5. 316
2 20.471 6.09 6.498 Qmax(1)
1.000 o. 1.000 ·k 389. 716) + 0.818 * 1.000 "· 20. 471) + 406.462
Qmax(2)
1.000 ·'· 0. 732 * 389.716) +
1.000 "· 1.000 * 20. 471) + 305.922
Page 70
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. J
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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 min. Effective stream area after confluence 104.720(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 144.000 to Point/Station 147.000
·Hid 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(In.)
critical depth could not be calculated.
Pipe flow velocity= 32.29(Ft/s)
Travel time through pipe = 0.04 min. Time of concentration (TC) = 8.35 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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= O.SO(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App x-c) = 1.43 min.
TC = [1.8*(1.1-C)*distanceA.S)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.9000)*( 25.00A.5)/( 2.00A(1/3)]= 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
Page 71
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subarea runoff = 0.066(CFS)
Total initial stream area = 0.010(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 125.000 to Point/Station 148.000
>d** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *1'**
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(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 = 0.079(CFS)
Depth of flow= 0.073(Ft.), Average velocity= 2.511(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width= 1.500(Ft.)
Flow velocity= 2.51(Ft/s)
Travel time= 2.72 min. TC = 7.72 m1n.
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= 4.21l(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(In.)
critical Depth = 6.43(In.)
Pipe flow velocity= 10.58(Ft/s)
Travel time through pipe = 0.01 min.
Time of concentration (TC) = 7.73 min.
Page 72
c605P1.0UT
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity= 5.570(In/Hr)
summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 406.462 8.35 5.301
2 2.023 7.73 5.570
Qmax(1)
1.000 ~ 1.000 -406.462) +
0.952 n 1.000 -2.023) + 408.387 Qmax(2)
1.000 * 0.926 n 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 min.
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(In.)
Flow top width inside pipe = 58.46(In.)
critical depth could not be calculated.
Pipe flow velocity= 32.40(Ft/s)
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 8.36 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 147.000 to Point/Station 149.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 105.120(Ac.)
Page 73
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408.387(CFS)
8.36 min.
Runoff from this stream
Time of concentration =
Rainfall intensity =
Program is now starting
5. 294(In/Hr)
with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.4000)*( 40.00A.5)/( 50.00A(1/3)]= 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 FLmv ADDITION "··'--'·"·
Top of street segment elevation = 340.000(Ft.)
End of street segment elevation = 322.000(Ft.)
Length of street seqment 900.000(Ft.)
Height of curb abov~ 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 min. TC = 14.42 min.
Adding area flow to street
User specified 'c' 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.)
Page 74
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 152.000 to Point/Station 153.000 **** PIPEFLOW TRAVEL TIME (User specified size) i:i:*"~<
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(In.)
Flow top width inside pipe = 16.15(In.)
critical Depth = 10.87(In.)
Pipe flow velocity = 13.68(Ft/s)
Travel time through pipe = 0.01 min.
Time of concentration (TC) = 14.42 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity= 3.725(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.9500)*( 30.00A.5)/( 2.00A(1/3)]= 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 FLO\'/ ADDITION ***"~<
Top of street segment elevation = 340.000(Ft.)
End of street segment elevation = 322.000(Ft.)
Length of street segment 1000.000(Ft.)
Height of curb above gutter flowline
width of half street (curb to crown)
Page 75
6.0(In.)
26.000(Ft.)
c605P1.0UT
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)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width= 1.500(Ft.)
Flow velocity= 1.71(Ft/s)
Travel time= 9.75 min. TC = 14.75 min.
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 ]
Rainfall intensity 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 min.
Time of concentration (TC) = 14.89 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity= 3.650(In/Hr) summary of stream data:
stream Flow rate TC Rainfall Intensity
Page 76
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NO. (CFS) (min) (In/Hr)
1 5.526 14.42 3. 725
2 3.349 14.89 3.650
Qmax(1) 1.000 ·'· 1.000 o. 5. 526) +
1.000 ·'· 0.969 ·'· 3.349) + 8. 770
Qmax(2) 0.980 o. 1.000 ·'· 5. 52 6) +
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 min.
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.)
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(In.)
calculated individual pipe flow 8.770(CFS)
Normal flow depth in pipe = 9.1l(In.)
Flow top width inside pipe = 18.00(In.)
critical Depth= 13.75(In.)
Pipe flow velocity = 9.78(Ft/s)
Travel time through pipe= 0.50 min.
Time of concentration (TC) = 14.93 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 157.000 to Point/Station 169.000
''"'"''"' PIPEFLOVJ TRAVEL TIME (User specified size) H,•;-~,
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(In.)
Flow top width inside pipe= 17.68(In.)
Critical Depth = 13.75(In.)
Pipe flow velocity= 13.01(Ft/s)
Travel time through pipe = 0.31 min.
Time of concentration (TC) = 15.24 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 169.000 to Point/station 160.000
Page 77
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'
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·~<**'~' 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
N9. of ~ipes = 1 Required pipe flow 8.770(CFS)
G1ven p1pe size = 18.00(In.)
calculated individual pipe flow 8.770(CFS)
Normal flow depth in pipe = 8.44(In.)
Flow top width inside pipe= 17.97(In.)
critical Depth = 13.75(In.)
Pipe flow velocity= 10.77(Ft/s) Travel time through pipe = 0.16 min.
Time of concentration (TC) = 15.40 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
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 min.
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)]= 1.57
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= O.OlO(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 152.000 to Point/Station 159.000
'~<i<** STREET FLOW TRAVEL TIME + SUBAREA FLO\'V 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.)
slope from gutter to grade break (v/hz) 0.020
slope from grade break to crown (v/hz) 0.020
Page 78
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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 = 0.130(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 min. TC = 9.37 min.
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 m1n.
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
-:.,·,H: 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(In.)
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 min.
Time of concentration (TC) = 9.37 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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
Stream flow area 2.900(Ac.)
Runoff from this stream= 8.220(CFS)
Page 79
_j
Time of concentration
Rainfall intensity =
c605Pl. OUT
9.37 min.
4.919(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 158.000 to Point/Station 156.000
**i--* INITIAL AREA EVALUATION **';;'
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
[INDUSTRIAL area type
group A
group B
group c
group D
Initial subarea flow distance
Highest elevation= 322.60(Ft.)
Lowest elevation = 322.00(Ft.)
0.000
0.000
1. 000
0.000
J 30.00(Ft.)
Elevation difference = 0.60(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C)= 1.57 min.
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)]=
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 = 0.066(CFS)
Total initial stream area = 0.010(Ac.)
1. 57
storm
is c = 0.900
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 156.000 to Point/Station 161.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ~hhh
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(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 = 0.088(CFS)
Depth of flow= 0.081(Ft.), Average velocity= 2.208(Ft/s) streetflow hydraulics at midpoint of street travel:
Halfstreet flow width= 1.500(Ft.)
Flow velocity = 2.21(Ft/s)
Travel time= 5.13 min. TC = 10.13 min.
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
Runoff coefficient used for sub-area, Rational method,Q=KCIA, c 0.900
subarea runoff= 2.694(CFS) for 0.640(Ac.)
Page 80
: -
c605Pl.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 ''*** PIPEFLOV/ 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(In.)
Flow top width inside pipe= 15.61(In.)
critical Depth= 7.57(In.)
Pipe flow velocity = 7.94(Ft/s)
Travel time through pipe = 0.12 min.
Time of concentration (TC) = 10.25 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity = 4.644(In/Hr)
summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 8. 770 15.40 3. 571
2 8. 220 9.37 4.919
3 2.761 10.25 4.644 Qmax(l)
1.000 " 1.000 " 8. 770) + 0. 726 o. 1.000 ·'· 8. 220) +
0.769 " 1.000 ·'· 2. 761) + 16.861
Qmax(2)
1.000 " 0.609 "· 8. 770) +
1.000 o. 1.000 "· 8. 220) +
1.000 ·'· 0.915 ·'· 2.761) + 16.083
Qmax(3)
1.000 "· 0.665 * 8. 770) +
0.944 ·'· 1.000 o. 8.220) + 1.000 o. 1.000 J, 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
c605Pl. OUT
Results of confluence:
Total flow rate = 16.86l(CFS)
Time of concentration 15.399 min.
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 p1pes = 1 Required pipe flow 16.861(CFS)
Given pipe size = 18.00(In.)
calculated individual pipe flow 16.861(CFS)
Normal flow depth in pipe= 11.14(In.)
Flow top width inside pipe= 17.48(In.)
critical depth could not be calculated.
Pipe flow velocity= 14.67(Ft/s)
Travel time through pipe = 0.11 min.
Time of concentration (TC) = 15.50 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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 min.
Rainfall intensity= 3.555(In/Hr)
summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 408.387 8.36 5.294 2 16.861 15.50 3.555 Qmax(l)
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 min.
Effective stream area after confluence 112.130(Ac.)
Page 82
c605P1.0UT
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 149.000 to Point/Station 162.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
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 min.
Time of concentration (TC) = 8.45 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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(In.)
calculated individual pipe flow 417.484(CFS)
Normal flow depth in pipe = 28.90(In.)
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 min.
Time of concentration (TC) = 8.58 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 min.
Time of concentration (TC) 8.73 min.
End of computations, total study area= 112.13 (Ac.)
Page 83
Basin 1
Main Line
Hydraulics
C605P1.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 BASIN I -MAIN LINE
* I:\961005\Hydrology\Phase3\hydraulics\C605P1.0UT
**************************************************************************
FILE NAME: C605P1.DAT
TIME/DATE OF STUDY: 08:42 01/31/2008
******************************************************************************
NODE
NU~1BER
168.00-
}
163.10-
}
163.00-
}
162.10-
}
162.00-
}
149.00-
}
147.10-
}
147.00-
}
144.10-
}
144.00-
}
128.10-
}
128.00-
}
119.10-
}
119.00-
}
118.10-
}
118.00-
}
117.10-
GRADUALLY VARIED FLm•l AN,L\LYSIS FOR PIPE SYSTE~1
NODAL POINT STATUS TABLE
(Note: ""'" indicates nodal point data used.)
UPSTREAM RUN DOWNSTREAM RUN
MODEL PRESSURE PRESSURE+ FLOW
PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT)
FRICTION
JUNCTION
FRICTION
JUNCTION
FRICTION
FRICTION
JUNCTION
FRICTION
JUNCTION
FRICTION
JUNCTION
FRICTION
JUNCTION
FRICTION
JUNCTION
FRICTION
14.40* 31488.93 2.87
} HYDRAULIC JU~-'lP
14.89 32222.42
11.77
4.90 DC
4.91 DC
4.90 De
4.89 DC
4.89 De
4.89 DC
5.80
4.87 De
9.05
4.71 DC
4.40 DC
4.40 De
6.60
4.33 De
28563.23
20226.54
20226.56
19481.37
19481.14
19327.53
19327. 53
19034.84
17999.34
17697.12
12617.13
13750.19
13750.18
13234.29
11091.87
Page 1
2.51"'
3. 20"'
3.21"'
3. 3 5 -;,
3.41"'
3. 39"'
3. 55'''
3. 26"'
3. 47"'
2.42*
2.51"'
3.53*
2.76*
4.15"'
PRESSURE+
MOMENTUM(POUNDS)
27941. 34
35130.91
34927.01
26566.54
26490.39
25412.83
23992.49
23935.19
22954. 30
22879.91
21641.00
21623.96
20801. 36
20738.32
15051. 52
14651.43
11137.35
} JUNCTION
117.00-
} FRICTION
116.55-
} JUNCTION
116.50-
} FRICTION
116.10-
} JUNCTION
116.00-
} FRICTION
115.05-
} JUNCTION
115.00-
} FRICTION
114.10-
} JUNCTION
114.00-
} FRICTION
113.10-
} JUNCTION
113.00-
} FRICTION
112.10-
} JUNCTION
112.00-
} FRICTION
112.51-
} JUNCTION
112.50-
} FRICTION
111.10-
} JUNCTION
111.00-
} FRICTION
104.10-
} JUNCTION
104.00-
} FRICTION
110.10-
} JUNCTION
110.00-
} FRICTION
107.00-
7.06
6.44
6. 57
4.16 DC
5.46
3.70 DC
3.98
3.65 De
4. 72
3.50 DC
4.79
3.16 De
4.01
2.59 De
2.59 DC
2.59 DC
3.36
2.40 DC
1. 97 DC
1. 97*Dc
8. 25'''
7. 78"'
C605Pl. RES
10839.96
10222.42
10235.08
8058.06
6910.09
5682.80
5404.68
5320.31
5110.59
4394.25
4024.67
3116.91
2268.72
1752.67
1752.68
1752.67
1634.27
1361.83
1465.54
1465. 54
1736.06
1644.39
2.58*
2. 53"~'
3.19*
2. 07'<
2 .13"'
1. 96"'
2.30*
1. 84*
2. 61"'
1. 76"'
2. 40"'
1.21"'
1. 29"'
1. 28"'
1.67"'
1. 3 5'''
1. 36"'
1. 97''DC
1. 25
1. 69 DC
rvlAXHJJU,"'J NUrv1BER OF ENERGY BALANCES USED IN EACH PROFILE = 25
10973.26
10866.49
10900.47
8912.20
8385.71
8127.25
8223.26
6922. 12
6890.53
4923.29
4581.70
3437.37
3147.92
2934.43
2958.27
2214. 52
2196.08
1977.27
1836.95
1465.54
550.21
487.23
NOTE: STEADY FLmv HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE ~<lOST
CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM.
******************************************************************************
DOWNSTREAf'-1 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
UPSTREAM NODE 163.10
168.00 TO NODE 163.10 IS CODE = 1
ELEVATION = 229.10 (HYDRAULIC JUMP OCCURS)
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW 417.50 CFS PIPE DIAMETER 66.00 INCHES
Page 2
PIPE LENGTH = 167.87 FEET
C605Pl. RES
fV1ANNING Is N
HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS
===> NORMAL PIPEFLOW IS PRESSURE FLOW
0. 01300
NORMAL DEPTH(FT) = 5.50 CRITICAL DEPTH(FT) = 5.24
============================================================================== UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.37
============================================================================== GRADUALLY VARIED FLOW PROFILE COi'-1PUTED INFORMATION:
DISTANCE FROi'-1
CONTROL(FT)
0.000
38.215
76.670
115.403
154.460
167.870
FLOW DEPTH
(FT)
2.368
2.483
2. 597
2. 712
2.827
2.866
VELOCITY
(FT/SEC)
42.658
40.090
37.805
35.762
33.928
33.347
SPECIFIC PRESSURE+
ENERGY(FT)
30.642
27.455
24.804
22. 584
20.712
20.144
MOMENTUM(POUNDS)
35130.91
33125.13
31352.68
29780.54
28381.65
27941. 34
HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS
==============================================================================
DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 14.40
============================================================================== PRESSURE FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FRO!'v1 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 OF HYDRAULIC JUMP ANALYSIS------------------------
1 PRESSURE+MOMENTUi'-1 BALANCE OCCURS AT 104.02 FEET UPSTREA!'vl OF NODE 168.00 I
DOWNSTREAM DEPTH =14.707 FEET, UPSTREAM CONJUGATE DEPTH= 2.559 FEET I
NODE 163.10 : HGL = < 231.468>;EGL= < 259.742>;FLOWLINE= < 229.100>
******************************************************************************
163.10 TO NODE 163.00 IS CODE= 5 FLOW PROCESS FROM NODE
UPSTREAM NODE 163.00 ELEVATION = 230.10 (FLOW IS SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER
UPSTREAM
DOWNSTREAfV1
LATERAL #1
LATERAL #2
(CFS) (INCHES)
417.50 60.00
417.50 66.00
0.00 0.00
0.00 0.00
ANGLE
(DEGREES)
0.00
FLOWLINE
ELEVATION
230.10
229.10
0.00 0.00
0.00 0.00
Q5 0.00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY= (Q2*V2-Q1 *V1 *COS (DEL TAl) -Q3*V31'COS (DEL TA3)-
CRITICAL
DEPTH (FT.)
4.90
5.24
0.00
0.00
Q4*V4*COS (DEL TA4)) / ( (Al+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
VELOCITY
(FT/SEC)
42.360
42.671
0.000
0.000
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>
******************************************************************************
Page 3
C605Pl. RES
FLOW PROCESS FROM NODE 163.00 TO NODE 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 INFORfV1ATION:
DISTANCE FROf\1 FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (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
125.960 2. 727 38.117 25.302 31646.06
142.588 2.695 38.678 25.939 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
UPSTREAM
DOWNSTREAM
LATERAL #1
LATERAL #2
(CFS) (INCHES)
417.50 60.00
417.50 60.00
0.00 0.00
0.00 0.00
ANGLE
(DEGREES)
0.00
FLOWLHJE
ELEVATION
268.42
268.00
0.00 0.00
0.00 0.00
Q5 0.00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLO'tJ JUNCTION FORMULAE USED:
DY= (Q2*V2-Ql"<V1 *COS (DEL TAl) -Q3 '"V3 *COS (DEL TA3)-
CRITICAL
DEPTH(FT.)
4.90
4.90
0.00
0.00
Q4*V4*COS (DEL TA4)) / ( (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
VELOCITY
(FT /SEC)
31.300
31.404
0.000
0.000
FRICTION LOSSES 0.186 FEET ENTRANCE LOSSES 0.000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
Page 4
C605P1.RES
JUNCTION LOSSES= ( 0.328)+( 0.000) = 0.328
NODE 162.00 : HGL = < 271.634>;EGL= < 286.847>;FLOWLINE= < 268.420>
******************************************************************************
FLOW PROCESS FROM NODE
UPSTREAM NODE 149.00
162.00 TO NODE 149.00 IS CODE= 1
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 FLOitJ DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) Mm•1ENTUM(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
106. 547 3.255 30.843 18.035 26162.25
121.369 3.245 30.951 18.129 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>
********~*********************************************************************
149.00 TO NODE 147.10 IS CODE= 1 FLOW PROCESS FROM NODE
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
============================================================================== UPSTREM-1 CONTROL ASSUMED FLOWDEPTH(FT) = 3. 41
============================================================================== GRADUALLY VARIED FLOW PROFILE COf\1PUTED INFORi'-1ATION:
DISTANCE FROM FLOVJ DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (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
NODE 147.10 : HGL = < 282.580>;EGL= < 295.306>;FLOWLINE= < 279.170>
Page 5
C605Pl. RES
******************************************************************************
FLOW PROCESS FROM NODE
UPSTREAM NODE 147.00
147.10 TO NODE 147.00 IS CODE= 5
ELEVATION= 279.50 (FLOW IS SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER
UPSTREAM
DOWNSTREAM
LATERAL #1
LATERAL #2
(CFS) (INCHES)
406.50 60.00
408.40 60.00
1. 90 18.00
0.00 0.00
ANGLE
(DEGREES)
0.00
FLOIIJLINE
ELEVATION
279.50
279.17
90.00 282.67
0.00 0.00
QS 0.00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCE1v1A FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-QFVFCOS(DELTA1)-Q3*V3*COS(DELTA3)-
CRITICAL
DEPTH(FT.)
4.89
4.89
0. 52
0.00
VELOCITY
(FT/SEC)
28.715
28.628
3.500
0.000
Q4*V4'"COS (DEL TA4)) I c (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
UPSTREAM NODE 144.10
147.00 TO NODE 144.10 IS CODE= 1
ELEVATION= 283.17 (FLOW IS SUPERCRITICAL)
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
CONTROL(FT)
0.000
7.009
14.411
22.240
30.537
39.348
48.727
58.736
69.447
72.130
FLOW DEPTH
(FT)
3.548
3.528
3.509
3.489
3.469
3.450
3.430
3.411
3.391
3.387
VELOCITY
(FT/SEC)
27.277
27.440
27.607
27.776
27.948
28.122
28.300
28.480
28.663
28.707
SPECIFIC
ENERGY(FT)
15.108
15.228
15.350
15.476
15.606
15.738
15.874
16.014
16.157
16.191
PRESSURE+
MOMENTUM(POUNDS)
22954.30
23065.28
23178.43
23293.80
23411.43
23531.34
23653.58
23778.19
23905.21
23935.19
NODE 144.10 : HGL = < 286.718>;EGL= < 298.278>;FLOWLINE= < 283.170>
******************************************************************************
FLOW PROCESS FR01v1 NODE
UPSTREAM NODE 144.00
144.10 TO NODE 144.00 IS CODE = 5
ELEVATION= 283.50 (FLOW IS SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
Page 6
'
~J
UPSTREAM
DOVJNSTREAM
LATERAL #1
LATERAL #2
Q5
389.70 60.00
406.50 60.00
16.80 24.00
0.00 0.00
0.00===Q5 EQUALS
C605P1.RES
0.00 283.50
283.17
90.00 286.17
0.00 0.00
BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)-
4.87
4.89
1. 48
0.00
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
28.696
27.285
6.752
0.000
FRICTION LOSSES 0.144 FEET ENTRANCE LOSSES 0.000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES= ( 1.273)+( 0.000) = 1.273
NODE 144.00 : HGL = < 286.765>;EGL= < 299.551>;FLOWLINE= < 283.500>
******************************************************************************
144.00 TO NODE 128.10 IS CODE= 1 FLOW PROCESS FROM NODE
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
============~=================================================================
GRADUALLY VARIED FLOW PROFILE C0fv1PUTED INFOR~i!ATION:
DISTANCE FROM FLm'l DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (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
UPSTREAM NODE 128.00
128.10 TO NODE 128.00 IS CODE= 5
ELEVATION= 295.16 (FLOW IS SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
Page 7
'
~--__)
C605Pl. RES
PIPE FLOW DIAMETER ANGLE FLO\tJLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 313.10 60.00 0.00 295.16 4. 71
DOWNSTREAM 389.70 60.00 294.83 4.87
LATERAL #1 56.10 36.00 90.00 296.83 2.43
LATERAL #2 20.50 24.00 90.00 297.83 1. 62
Q5 0.00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*Vl"<COS(DELTA1)-Q3*V3*COS(DELTA3)-
Q4*V4''COS (DEL TA4)) / ( (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
34.723
26.820
9.152
7.503
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>
******************************************************************************
128.00 TO NODE 119.10 IS CODE= 1 FLOW PROCESS FROM NODE
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
==~===========================================================================
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.42
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) fV10MENTUM(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
UPSTREAM NODE 119.00
119.10 TO NODE 119.00 IS CODE = 5
ELEVATION= 301.50 (FLOW IS SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER
UPSTREAfV1
DOWNSTREAM
LATERAL #1
LATERAL #2
(CFS) (INCHES)
307.90 54.00
313.10 60.00
3.30 18.00
1. 90 18.00
ANGLE
(DEGREES)
0.00
FLOWLINE
ELEVATION
301.50
301.00
90.00 304.00
90.00 304.00
Q5 0.00===Q5 EQUALS BASIN INPUT===
Page 8
CRITICAL
DEPTH(FT.)
4.40
4.71
0.69
0. 52
VELOCITY
(FT /SEC)
33.728
33.294
4.142
3.500
C605Pl. RES
LACFCD AND OCErJJA FLOW JUNCTION FORMULAE USED:
DY=(Q2"'V2-Ql *Vl"'COS (DEL TAl) -Q3*V3 ''COS (DEL TA3)-
Q4*V4''COS (DEL TA4)) / ( (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>;FLO\IJLINE= < 301.500>
******************************************************************************
FLOW PROCESS FROM NODE
UPSTREAM NODE 118.10
119.00 TO NODE 118.10 IS CODE = 1
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) (FT) (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
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 2 5. 717 13.445 16396.17
41. 3 56 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.) (FT/SEC)
Page 9
UPSTREAM
DOVINSTREAM
LATERAL #1
LATERAL #2
QS
270.50 54.00
307.90 54.00
37.40 30.00
0.00 0.00
0.00===Q5 EQUALS
C605Pl. RES
0.00 326.46
326.13
60.00 328.13
0.00 0.00
BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY= (Q2*V2-Ql"'Vl'~'COS (DEL TAl) -Q3 *V3"'COS (DEL TA3)-
4.33
4.40
2.07
0.00
Q4*V4*COS(DELTA4))/((Al+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
26.499
22.989
8.608
0.000
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>
******************************************************************************
118.00 TO NODE 117.10 IS CODE= 1 FLOW PROCESS FROM NODE
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
============================================================================== GRADUALLY VARIED FLOVJ PROFILE COMPUTED INFORfv1ATION:
------------------------------------------------------------------------------
DISTANCE FROf\1 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>
******************************************************************************
Page 10
C605Pl. RES
117.10 TO NODE 117.00 IS CODE= 5 FLOW PROCESS FROM NODE
UPSTREAM NODE 117.00 ELEVATION = 341.00 (FLOW IS SUPERCRITICAL)
------------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER
UPSTREAM
DOWNSTREAM
LATERAL #1
LATERAL #2
(CFS) (INCHES)
223.10 54.00
270.50 54.00
44.70 36.00
2.70 30.00
ANGLE
(DEGREES)
0.00
FLOWLINE
ELEVATION
341.00
340.67
90.00 342.17
90.00 342.67
Q5 0.00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2"'V2-Q1 *VI"' COS (DEL TAl) -Q3 *V3*COS (DEL TA3)-
CRITICAL
DEPTH(FT.)
4.17
4.33
2.18
0. 54
Q4 "'V4*COS (DEL TA4)) / ( (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 ASSU1¥1ED AS 0. 02507
JUNCTION LENGTH 4.00 FEET
VELOCITY
(FT /SEC)
23.900
17.635
8.132
0.864
FRICTION LOSSES 0.100 FEET ENTRANCE LOSSES 0.000 FEET
JUNCTION LOSSES = (DY+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
UPSTREAM NODE 116.55
117.00 TO NODE 116.55 IS CODE= 1
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 FL0\'1 PROFILE COMPUTED INFORMATION:
DISTANCE FROfv1 FLOVI DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (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>
******************************************************************************
116.55 TO NODE 116.50 IS CODE= 5 FLOW PROCESS FROM NODE
UPSTREAM NODE 116.50 ELEVATION = 341.90 (FLOW IS SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER
UPSTREAM
DOWNSTREAM
LATERAL #1
LATERAL #2
(CFS) (INCHES)
220.90 54.00
223.10 54.00
2.20 18.00
0.00 0.00
ANGLE
(DEGREES)
0.00
FLOWLINE
ELEVATION
341.90
341.90
90.00 343.40
0.00 0.00
Q5 0.00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
Page 11
CRITICAL
DEPTH(FT.)
4.16
4.17
0.56
0.00
VELOCITY
(FT /SEC)
24.009
23.620
1. 655
0.000
C605Pl. 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>
******************************************************************************
116.50 TO NODE 116.10 IS CODE= 1 FLOW PROCESS FROM NODE
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 FRGr-1 FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) ~-1Gr~ENTUM (POUNDS)
0.000 3.187 18.337 8.411 8912.20
3.525 3.155 18. 540 8.495 8975.14
7.325 3.123 18.749 8.584 9040.92
11.426 3.091 18.964 8.678 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>
******************************************************************************
116.10 TO NODE 116.00 IS CODE = 5 FLOW PROCESS FROM NODE
UPSTREAM NODE 116.00 ELEVATION = 352.00 (FLOW IS SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER
UPSTREAM
DOWNSTREAM
LATERAL #1
(CFS) (INCHES)
165.00 48.00
220.90 54.00
55.90 36.00
ANGLE
(DEGREES)
0.00
FLOWLINE
ELEVATION
352.00
351.00
353.00 90.00
Page 12
CRITICAL
DEPTH(FT.)
3.70
4.16
2.42
VELOCITY
(FT/SEC)
25.093
18.342
9.133
LATERAL #2
Q5
C605Pl. RES
0.00 0.00 0.00 0.00
0.00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Ql *Vl *COS (DEL TAl) -Q3*V3.,'COS (DEL TA3)-
0.00
Q4.,'V4.,'COS (DEL TA4)) I c (A1+A2) *16 .l)+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
0.000
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= < 363.85l>;FLOWLINE= < 352.000>
******************************************************************************
116.00 TO NODE 115.05 IS CODE= 1 FLOW PROCESS FROM NODE
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 FROf\1 FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (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>
******************************************************************************
115.05 TO NODE 115.00 IS CODE= 5 FLOW PROCESS FROM NODE
UPSTREAM NODE 115.00 ELEVATION = 354.99 (FLOVJ IS SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER
UPSTREAr>1
DO\/'JNSTREAf\1
LATERAL #1
LATERAL #2
(CFS) (INCHES)
158.00 48.00
165.00 48.00
4.00 18.00
3.00 18.00
ANGLE
(DEGREES)
0.00
FLOWLINE
ELEVATION
354.99
354.43
90.00 355.43
90.00 356.24
Q5 0.00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-QFVl*COS(DELTA1)-Q3*V3*COS(DELTA3)-
CRITICAL
DEPTH (FT.)
3.65
3.70
0. 77
0.66
Q4"'V4*COS (DEL TA4)) / ( (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
VELOCITY
(FT/SEC)
25.822
24.206
2.420
4.018
C605Pl. RES
10.03 FEET JUNCTION LENGTH
FRICTION LOSSES
JUNCTION LOSSES
JUNCTION LOSSES
0.474 FEET ENTRANCE LOSSES 0.000 FEET
(DY+HV1-HV2)+(ENTRANCE LOSSES)
( 1.641)+( 0.000) = 1.641
NODE 115.00 : HGL = < 356.949>;EGL= < 367.303>;FLOWLINE= < 354.990>
******************************************************************************
FLOW PROCESS FROM NODE
UPSTREAM NODE 114.10
115.00 TO NODE 114.10 IS CODE= 1
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 FLO'tJ PROFILE COMPUTED INFOR.NlATION:
DISTANCE FROM FLmv DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (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 2.199 22.313 9.935 7250.03
39.913 2.184 22. 501 10.051 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>
******************************************************************************
114.10 TO NODE 114.00 IS CODE= 5 FLOW PROCESS FROM NODE
UPSTREAM NODE 114.00 ELEVATION = 373.25 (FLOW IS SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER
UPSTREAM
DOWNSTREAM
LATERAL #1
LATERAL #2
(CFS) (INCHES)
138.90 48.00
158.00 48.00
19.10 24.00
0.00 0.00
ANGLE
(DEGREES)
0.00
FLmvLINE
ELEVATION
373.25
372.92
90.00 374.92
0.00 0.00
QS 0.00===Q5 EQUALS BASIN INPUT===
Page 14
CRITICAL
DEPTH(FT.)
3.50
3.65
1. 57
0.00
VELOCITY
(FT /SEC)
24.582
21.096
7. 211
0.000
C605Pl. RES
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Ql*V1*COS (DEL TAl) -Q3"'V3 "'COS (DEL TA3)-
Q4 1'V4"'COS (DEL TA4)) / ( (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>
******************************************************************************
114.00 TO NODE 113.10 IS CODE= 1 FLOW PROCESS FROM NODE
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) (FT) (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
UPSTREAM NODE 113.00
113.10 TO NODE 113.00 IS CODE = 5
ELEVATION= 386.33 (FLOW IS SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLQ\.</LINE CRITICAL VELOCITY
Page 15
C605Pl. RES
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT /SEC)
UPSTREAIV1 109.10 48.00 0.00 386.33 3.16
DOWNSTREAM 138.90 48.00 386.00 3.50
LATERAL #1 29.80 36.00 45.00 387.00 1.77
LATERAL #2 0.00 0.00 0.00 0.00 0.00
Q5 0.00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCE~A FLOW JUNCTION FORMULAE USED:
DY=(Q2'''V2-Ql *VFCOS (DEL TAl) -Q3*V3*COS (DEL TA3)-
Q4"'V4 "'COS (DEL TA4)) I c (Al+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
20. 510
15.995
6.876
0.000
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= < 394.62l>;FLOWLINE= < 386.330>
******************************************************************************
FLOW PROCESS FROM NODE
UPSTREAM NODE 112.10
113.00 TO NODE 112.10 IS CODE= 1
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
==============================================================================
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.40
============================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FROM FLO\>J DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (FT /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
UPSTREAM NODE 112.00
112.10 TO NODE 112.00 IS CODE = 5
ELEVATION= 392.16 (FLOW IS SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
Page 16
__ j
C605Pl. RES
PIPE 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
QS 0.00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2"<V2-Ql *Vl*COS (DEL TAl) -Q3*V3"''COS (DEL TA3)-
Q4*V4*COS(DELTA4))/((Al+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
============================================================================== UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.29
==============================================================================
GRADUALLY VARIED FLOW PROFILE COMPUTED INF0Rf'.1ATION:
DISTANCE FROJ'v1
CONTROL(FT)
0.000
2.907
5.950
9.142
12.496
16.028
19.757
23.704
27.894
32.356
37.126
42.247
47.769
53.759
60.296
67.487
75.469
84.429
94.628
106.450
120.491
137.747
160.086
191.706
201.820
FLOVJ DEPTH
(FT)
1. 286
1. 283
1.280
1.277
1. 274
1.271
1. 267
1. 264
1. 261
1. 258
1. 255
1. 252
1.249
1.246
1. 243
1. 239
1. 236
1. 233
1.230
1. 227
1. 224
1. 221
1. 218
1.215
1. 214
VELOCITY
(FT/SEC)
22.480
22.552
22. 62 5
22.698
22.771
22.845
22.919
22.994
23.069
23.145
23.221
23.298
23.375
23.453
23.531
23.609
23.688
23.768
23.848
23.929
24.010
24.091
24.173
24.256
24.272
Page 17
SPECIFIC
ENERGY(FT)
9.138
9.186
9.233
9.282
9.330
9.380
9.429
9.480
9.530
9. 581
9.633
9.686
9.738
9.792
9.846
9.900
9.955
10.011
10.067
10.123
10.181
10.239
10.297
10.356
10.367
PRESSURE+
MOMENTUM(POUNDS)
2934.43
2942.96
2951.55
2960.20
2968.90
2977.67
2986.49
2995.37
3004.32
3013. 32
3022. 39
3031. 51
3040.70
3049.96
3059.27
3068.65
3078.10
3087.61
3097.18
3106.83
3116.53
3126.31
3136.15
3146.07
3147.92
--,
C605Pl. RES
NODE 112.51 : HGL = < 409.956>;EGL= < 417.808>;FLOWLINE= < 408.670>
******************************************************************************
112.51 TO NODE 112.50 IS CODE= 5 FLOW PROCESS FROI'v1 NODE
UPSTREAM NODE 112.50 ELEVATION = 409.00 (FLOVJ IS SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER
UPSTREAM
DOWNSTREAM
LATERAL #1
LATERAL #2
(CFS) (INCHES)
65.10 36.00
65.10 36.00
0.00 0.00
0.00 0.00
ANGLE
(DEGREES)
0.00
0.00
0.00
FLOWLINE
ELEVATION
409.00
408.67
0.00
0.00
Q5 0.00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY= (Q2"'V2 -Ql*Vl"'COS (DEL TAl) -Q3"'V3"'COS (DEL TA3)-
CRITICAL
DEPTH(FT.)
2. 59
2.59
0.00
0.00
VELOCITY
(FT /SEC)
22.689
22.487
0.000
0.000
Q4"'V4*COS (DEL TA4)) / ( (A1+A2) '''16 .1) +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= < 418.27l>;FLOWLINE= < 409.000>
******************************************************************************
FLOW PROCESS FROM NODE
UPSTREAM NODE 111.10
112.50 TO NODE 111.10 IS CODE= 1
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 COI'v1PUTED INFOR~J1ATION:
------------------------------------------------------------------------------
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
76.976 1. 375 20.594 7.965 2713.19
Page 18
C605Pl. RES
87.950 1. 359 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
UPSTREAM NODE 111.00
111.10 TO NODE 111.00 IS CODE = 5
ELEVATION = 426.83 (FLO\v IS SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER
UPSTREAfVl
DOWN STR EAI\'1
LATERAL #1
LATERAL #2
(CFS) (INCHES)
54.50 36.00
65.10 36.00
10.60 18.00
0.00 0.00
ANGLE
(DEGREES)
0.00
90.00
0.00
FLOWLINE
ELEVATION
426.83
426.50
428.00
0.00
QS 0.00===05 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2"'V2-QFV!"'COS (DEL TAl) -Q3,.'V3"'COS (DEL TA3)-
CRITICAL
DEPTH(FT.)
2.40
2.59
1. 25
0.00
VELOCITY
(FT /SEC)
19.963
16.127
6.735
0.000
Q4 "'V4'''COS (DEL TA4)) / ( (Al+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+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
UPSTREAM NODE 104.10
111.00 TO NODE 104.10 IS CODE= 1
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 FLOvJ PROFILE COMPUTED INFORiVlATION:
DISTANCE FROM
CONTROL(FT)
0.000
2.413
4.955
7.637
10.473
13.477
16.668
20.065
23.692
27.578
31.757
FLOW DEPTH
(FT)
1. 349
1. 342
1. 33 5
1. 328
1. 321
1. 314
1. 307
1. 300
1.293
1. 287
1. 280
VELOCITY
(FT /SEC)
17.682
17.801
17.922
18.044
18.168
18.294
18.421
18.550
18.680
18.813
18.947
Page 19
SPECIFIC
ENERGY(FT)
6.207
6.266
6.326
6. 387
6.450
6. 514
6. 580
6.647
6.715
6.786
6.857
PRESSURE+
MOMENTUM(POUNDS)
1977.27
1988.53
1999.96
2011.57
2023.36
2035.33
2047.48
2059.83
2072.36
2085.09
2098.02
C605Pl. RES
36.269 1. 273 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
UPSTREAM NODE 104.00
104.10 TO NODE 104.00 IS CODE= 5
ELEVATION = 432.60 (FLO\tJ IS SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER
UPSTREAf\1
DOVJN STR EAf\1
LATERAL #1
LATERAL #2
(CFS) (INCHES)
45.40 24.00
54.50 36.00
9.10 24.00
0.00 0.00
ANGLE
(DEGREES)
0.00
FLOWLINE
ELEVATION
432.60
431.60
90.00 433.10
0.00 0.00
Q5 0.00===05 EQUALS B.A.SIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY= (Q2 "'V2-Ql-:'VFCOS (DEL TAl) -Q3 "'V3'""COS (DEL TA3)-
CRITICAL
DEPTH(FT.)
1.97
2.40
1. 08
0.00
VELOCITY
(FT /SEC)
19.910
17.688
5. 277
0.000
Q4"'V4 -:'COS (DEL TA4)) I c (Al+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
UPSTREAM NODE 110.10
104.00 TO NODE 110.10 IS CODE= 1
ELEVA Tim~ = 441.00 (FLOVJ 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 ============================================================================== UPSTREAf\1 CONTROL ASSUMED FLOI,IJDEPTH(FT) = 1. 97
============================================================================== GRADUALLY VARIED FLOW PROFILE COi>1PUTED INFORMATION:
DISTANCE FROM
CONTROL(FT)
0.000
0.162
0. 594
1. 253
2.123
3.200
4.487
5.995
7.738
9.739
FLOW DEPTH
(FT)
1.971
1.944
1. 918
1.891
1.864
1.838
1.811
1. 784
1. 758
1. 731
VELOCITY
(FT/SEC)
14.490
14.561
14.653
14.761
14.884
15.022
15.174
15.338
15.516
15.707
Page 20
SPECIFIC
ENERGY(FT)
5.233
5.239
5.253
5.276
5.307
5.344
5.388
5.440
5.498
5.564
PRESSURE+
MOMENTUM(POUNDS)
1465. 54
1466.61
1469.49
1473.89
1479.68
1486.76
1495.08
1504.63
1515.39
1527.36
C605Pl. 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>
******************************************************************************
110.10 TO NODE 110.00 IS CODE= 5 FLOW PROCESS FROM NODE
UPSTREAM NODE 110.00 ELEVATION = 441.33 (FLOifJ IS AT CRITICAL DEPTH)
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER
UPSTREAfv1
DOWNSTREAf\-1
LATERAL #1
LATERAL #2
(CFS) (INCHES)
22.60 24.00
45.40 24.00
22.80 24.00
0.00 0.00
ANGLE
(DEGREES)
90.00
90.00
0.00
FLOWLINE
ELEVATION
441.33
441.00
441.33
0.00
Q5 0.00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2 '''V2-QFVFCOS (DEL TAl) -Q3 ''V3 '''COS (DEL TA3)-
CRITICAL
DEPTH (FT.)
1. 69
1. 97
1. 70
0.00
Q4 ''V4 ''COS (DEL TA4)) / ( (A1+A2) 1'16. 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
VELOCITY
(FT/SEC)
7.194
14.495
7.257
0.000
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
UPSTREAM NODE 107.00
110.00 TO NODE 107.00 IS CODE= 1
ELEVATION = 441.85 (FLO\v IS UNDER PRESSURE)
CALCULATE FRICTION
PIPE FLOW
LOSSES(LACFCD):
22.60 CFS PIPE DIAMETER= 24.00 INCHES
5.25 FEET MANNING'S N 0.01300
22.60)/( 226.218))**2 = 0.00998
PIPE LENGTH
SF=(Q/K) *''2 = ( (
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
============================================================================== END OF GRADUALLY VARIED FLOW ANALYSIS
D
Page 21
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\C2129L.OUT
**************************************************************************
FILE NAME: C2129L.DAT
TIME/DATE OF STUDY: 10:15 01/31/2008
******************************************************************************
GRADUALLY VARIED FLOI.'J
NODAL POINT
(Note: "~'" indicates
UPSTREAM RUN
ANALYSIS FOR PIPE SYSTEM
STATUS TABLE
nodal point data used.)
DOWNSTREAM RUN
NODE
NUrvlBER
117.00-
}
123.10-
MODEL PRESSURE PRESSURE+
PROCESS HEAD(FT) MOMENTUM(POUNDS)
2.40 DC 1327.31
FLOW
DEPTH ( FT)
1. oo-:,
PRESSURE+
MOMENTUM(POUNDS)
2758.59
FRICTION
2.38"'DC 1327.12 2. 38"'DC
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.
1327.12
******************************************************************************
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
UPSTREAM NODE 123.10
117.00 TO NODE 123.10 IS CODE= 1
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
CONTROL(FT)
0.000
FLOW DEPTH
(FT)
2.376
VELOCITY
(FT/SEC)
8.908
Page 1
SPECIFIC
ENERGY(FT)
3.609
PRESSURE+
MOMENTUM(POUNDS)
1327.12
C2129L.RES
0.018 2. 315 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
BOBCAT.RES
******************************************************************************
PIPE-FLOW HYDRAULICS CDr•1PUTER PROGRAM PACKAGE
(Reference: WSPG COJ'v1PUTER J'v10DEL 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 Vl'-.RIED FLO'd
NODAL POINT
(Note: "-:'" indicates
UPSTREAM RUN
ANALYSIS FOR PIPE SYSTEM
STATUS TABLE
nodal point data used.)
DOWNSTREM-1 RUN
NODE
NUMBER
116.00-
}
2405.50-
}
3405.00-
}
2304.00-
MODEL PRESSURE PRESSURE+
PROCESS HEAD(FT) MOMENTUM(POUNDS)
2.44 DC 1443.04
FLOW
DEPTH(FT)
1. 3 5-:,
PRESSURE+
MOMENTUM(POUNDS)
2141.45
FRICTION
2.44 De 1443.04 1. 39-:'
JUNCTION
2.33 De 1461.16 1.40"'
FRICTION
2.33*Dc 1461.16 2. 33"'DC
MAXIMUM NU~IJBER OF ENERGY BALANCES USED IN EACH PROFILE = 25
NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COJ'v1PUTATIONS BASED ON THE J'v'lOST
CONSERVATIVE FORMULAE FROJ'v1 THE CURRENT LACFCD WSPG COJ'v1PUTER PROGRAfv1.
2067.96
2013.75
1461.16
******************************************************************************
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 DOVINSTREAM 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>
******************************************************************************
2405.50 IS CODE = 1 FLOW PROCESS FROM NODE
UPSTREAM NODE 2405.50
116.00 TO NODE
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
NORMAL DEPTH(FT) = 1. 28 CRITICAL DEPTH(FT) =
Page 1
2.44
BOBCAT.RES
==============================================================================
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.39 ============================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FROM
CONTROL(FT)
0.000
2.870
5.881
9.044
12.375
15.888
19.604
23.544
27.734
32.205
36.992
37.790
FLOW DEPTH
(FT)
1. 390
1. 386
1. 382
1.377
1. 373
1. 369
1. 365
1. 360
1. 356
1. 352
1. 348
1. 347
VELOCITY
(FT/SEC)
17.716
17.787
17.858
17.930
18.002
18.075
18.149
18.223
18.298
18.373
18.449
18.461
SPECIFIC
ENERGY(FT)
6.267
6.302
6.337
6. 372
6.409
6.445
6.482
6.520
6.558
6.597
6.636
6.642
PRESSURE+
MOMENTUM(POUNDS)
2067.96
2074.89
2081.89
2088.96
2096.09
2103.28
2110.55
2117.88
2125.28
2132.74
2140.28
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 (FLmv IS SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER
UPSTREAM
DOWNSTREAM
LATERAL #1
LATERAL #2
(CFS) (INCHES)
52.70 30.00
56.80 36.00
2.20 18.00
1. 90 18.00
ANGLE
(DEGREES)
0.00
FLOWLINE
ELEVATION
354.89
354.39
90.00 355.89
90.00 355.89
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)-
CRITICAL
DEPTH (FT.)
2.33
2.44
0. 56
0. 52
Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION 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
VELOCITY
(FT/SEC)
18.686
17. 722
3.655
3.500
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
BOBCAT.RES
CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 2.331 11.05 5 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>
******************************************************************************
UPSTREArv1 PIPE FLOitJ 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
0
Page 3
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
NODAL POINT
(Note: ""'" indicates
UPSTREAM RUN
ANALYSIS FOR PIPE SYSTEM
STATUS TABLE
nodal point data used.)
DOWNSTREAM RUN
NODE
NUr<1BER
2405.00-
}
2415.00-
MODEL PRESSURE PRESSURE+
PROCESS HEAD(FT) MOMENTUM(POUNDS)
1.20* 56.66
FLOW
DEPTH(FT)
0. 30
PRESSURE+
MOMENTUM(POUNDS)
32.09
FRICTION } HYDRAULIC JUMP
0.53*Dc 21.55 0.53-:'DC
MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25
NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST
CONSERVATIVE FORMULAE FRml! THE CURRENT LACFCD WSPG COVJPUTER PROGRAM.
21.55
******************************************************************************
DOWNSTREAr<1 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
UPSTREAfv1 NODE 2415.00 ELEVATION = 358.03 (HYDRAULIC JUr<1P 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
HYD~4ULIC 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:
DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
Page 1
2415.RES
CONTROL(FT) (FT) (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
CONTROL(FT)
0.000
0. 513
1. 023
1. 532
2.037
2.539
3.038
3.533
4.024
4. 510
4.991
5. 465
5.931
6. 389
6.838
7.274
7.698
8.105
8.493
8.857
9.194
9.497
9.757
9.964
10.103
10.155
42.750
FLOW DEPTH
(FT)
1. 200
1.173
1.147
1.120
1. 093
1. 067
1.040
1.013
0.987
0.960
0.933
0.907
0.880
0.853
0.827
0.800
0. 773
0.747
0.720
0.693
0.667
0.640
0.613
0. 587
0. 560
0.533
0.533
VELOCITY
(FT /SEC)
1. 319
1. 348
1. 379
1.413
1.449
1.488
1. 529
1. 574
1.622
1. 674
1. 730
1. 790
1. 856
1. 926
2.003
2.086
2.177
2. 276
2.385
2.504
2.636
2.781
2.942
3.123
3.324
3.552
3.552
Page 2
SPECIFIC
ENERGY(FT)
1. 227
1. 202
1.176
1.151
1.126
1.101
1.076
1. 052
1. 027
1. 003
0.980
0.956
0.933
0.911
0.889
0.868
0.847
0.827
0.808
0.791
0. 774
0.760
0.748
0.738
0.732
0.729
0. 729
PRESSURE+
MOMENTUM(POUNDS)
56.66
54.27
51.95
49.70
47.51
45.40
43.35
41.38
39.48
37.66
35.92
34.27
32.69
31.21
29.81
28.51
27.30
26.19
25.18
24.28
23.49
22.83
22.29
21.89
21.64
21.55
21.55
2415.RES
------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------
1 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 FLOI<i CONTROL DATA:
NODE NUMBER= 2415.00
ASSUMED UPSTREAM CONTROL HGL =
FLOWLINE ELEVATION = 358.03
358.56 FOR DOWNSTREAM RUN ANALYSIS
==============================================================================
END OF GRADUALLY VARIED FLOW ANALYSIS
[J
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
NODAL POINT
(Note: "•<" indicates
UPSTREAM RUN
ANALYSIS FOR PIPE SYSTEM
STATUS TABLE
nodal point data used.)
DOWNSTREAM RUN
NODE
NUMBER
2405.00-
}
2413.00-
MODEL PRESSURE PRESSURE+
PROCESS HEAD(FT) MOMENTUM(POUNDS)
1.20* 58.91
FLOW
DEPTH(FT)
0. 36
PRESSURE+
MOMENTUM(POUNDS)
36.95
FRICTION } HYDRAULIC JUMP
0.59*Dc 27.21 0. 59"'DC
r·1AXIrv1U~·1 NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 2 5
NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST
CONSERVATIVE FORMULAE FROrv1 THE CURRENT LACFCD WSPG COMPUTER PROGRM-1.
27.21
******************************************************************************
DOWNSTREAM PIPE FLOW CONTROL
NODE NUMBER= 2405.00
PIPE FLOW= 2.40 CFS
DATA:
ASSUMED DOWNSTREAM CONTROL HGL =
FLOWLINE ELEVATION =
PIPE DIAMETER= 18.00
357.090 FEET
355.89
INCHES
NODE 2405.00 : HGL = < 357.090>;EGL= < 357.129>;FLOWLINE= < 355.890>
******************************************************************************
2413.00 IS CODE= 1 FLOW PROCESS FROM NODE
UPSTREAM NODE 2413.00
2405.00 TO NODE
ELEVATION = 356.37 (HYDRAULIC JUi'1P 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 FLOitJ DEPTH VELOCITY SPECIFIC PRESSURE+
Page 1
_j
CONTROL(FT)
0.000
0.006
0.023
0.055
0.101
0.165
0.249
0.356
0.488
0.651
0.849
1.089
1.377
1. 724
2.141
2.644
3.254
4.001
4.750
(FT)
0.586
0. 574
0. 561
0. 548
0.536
0.523
0. 511
0.498
0.486
0.473
0.461
0.448
0.435
0.423
0.410
0.398
0. 385
0.373
0.362
2413. RES
(FT/SEC) ENERGY(FT)
3.750 0.805
3.861 0.805
3.978 0.807
4.102 0.810
4.233 0.814
4.371 0.820
4.519 0.828
4.676 0.838
4.842 0.850
5.020 0.865
5.211 0.882
5.414 0.903
5.632 0.928
5.867 0.958
6.119 0.992
6.392 1.033
6.686 1.080
7.006 1.135
7.286 1.187
HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS
DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.20
MOMENTUM(POUNDS)
27.21
27.24
27.30
27.41
27.57
27.78
28.04
28.36
28.74
29.19
29.70
30.30
30.97
31.74
32.60
33.56
34.65
35.86
36.95
============================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 1.200 1.583 1.239 58.91
0.229 1.175 1.615 1.216 56.75
0.456 1.151 1.649 1.193 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------------------------
1 PRESSURE+MOMENTUM BALANCE OCCURS AT 3.77 FEET UPSTREAM OF NODE 2405.00 I I DOWNSTREAM DEPTH= 0.745 FEET, UPSTREAM CONJUGATE DEPTH= 0.454 FEET I
NODE 2413.00 : HGL = < 356.956>;EGL= < 357.175>;FLOWLINE= < 356.370>
******************************************************************************
Page 2
2413. RES
UPSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 2413.00 FLOWLINE ELEVATION 3 56. 37
ASSUMED UPSTREAM CONTROL HGL = 356.96 FOR DOWNSTREAM RUN ANALYSIS
============================================================================== END OF GRADUALLY VARIED FLOW ANALYSIS
0
Page 3
Basin lA
Hydrology
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 min.
Time of concentration= 7.66 min.
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.
Average velocity of channel(s) = 0.939(Ft/s)
sub-channel No. 1 0. 213 (Ft.)
0.300(Ft.)
critical depth
critical flow
critical flow
critical flow
top width
velocity=
area
21. 2 8 9 ( Ft . )
1.868(Ft/s)
2.266(Sq.Ft)
Ad~ing area flow to channel
Dec1mal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group c
Decimal fraction soil group D
0.000
1.000
0.000
0.000
J [INDUSTRIAL area type
Rainfall intensity
Runoff coefficient
subarea runoff
5.601(In/Hr) for a 100.0 year storm
used for sub-area, Rational method,Q=KCIA, c
4.999(CFS) for 1.050(Ac.)
Total runoff = 5.940(CFS) Total area= 1. ZO(Ac.)
0.850
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.000 to Point/Station 3.000
**** SUBAREA FLOW ADDITION ****
group A
group B
group c
group D
0.000
1.000
0.000
0.000
7.66 min. J
Decimal fraction soil
Decimal fraction soil Decimal fraction soil
Decimal fraction soil
[INDUSTRIAL area type
Time of concentration
Rainfall intensity
Runoff coefficient
subarea runoff
5.601(In/Hr) for a 100.0 year storm
used for sub-area, Rational method,Q=KCIA, c
3.809(CFS) for 0.800(Ac.) Total runoff = 9.748(CFS) Total area= Z.OO(Ac.)
0.850
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.000 to Point/Station 4.000 *''** PIPEFLOW TRAVEL TIME (User specified size) ''*''"'
upstream point/station elevation =
Downstream point/station elevation =
Page 2
387.80(Ft.)
385.55(Ft.)
96051A.OUT
Pipe length 225.00(Ft.) Manning's N = 0.013
N9. of ~ipes 1 Required pipe flow = 9.748(CFS)
G1ven p1pe size= 24.00(In.)
calculated individual pipe flow 9.748(CFS)
Normal flow depth in pipe = 11.02(In.)
Flow top width inside pipe = 23.92(In.)
Critical Depth = 13.41(In.)
Pipe flow velocity= 6.93(Ft/s)
Travel time through pipe= 0.54 min.
Time of concentration (TC) 8.20 min.
End of computations, total study area= 2.00 (Ac.)
Page 3
Node#2413 (STA 9+38.45 LT)
Calculated Flo\nate Q = 2.4 cfs
CapacitY of Curb Inlet
Sump: Q = 3.87L(HY'3/2
IfL = 4'. H = 0.29' OK
USE 5' TYPE 'B' C.I.
Nocle#2415 (STA 9+38.45 Rll
Caiculatcd Flo\nate Q == 2.0 cfs
Q =-~ 0.7L(a+;'}"13/2 (a= 0.333')
S = 6.90% (Approaching street)
y = 0.22'
Q/L = 0.288
L = 6.94'
USE 8' TYPE 'B-1' C.I.
INLET SIZING
Temporary
Desilting Basin Calculations
Carlsbad Oaks North
J.N. 961005/5
Prepared By:
O'DAY CONSULT ANTS, INC.
2710 Loker Avenue \Vest, Suite 100
Carlsbad, CA 92008
,--,
___ )
SECTION
l
2
4
5
DESILTING BASIN CALCULATIONS
DESCRIPTION
Surface Area Calculations Explanation
Soil Loss Calculations Explanation
Dewatering Calculation Explanation
Basin Sizing, Soil Loss, & Outlet Works Calculation
Spreadsheets
Exhibits
_I
SECTION 1
~-1
, ___ j
~!
' __ )
Surface Area Calculations
According to the Fact Sheet for Water Quality Order 99-08-DWQ issued by the State
Water Resources Control Board (SWRCB), sediment basins shall, at a minimum, be
designed and maintained as follows:
Option 1: Pursuant to local ordinance for sediment basin design and maintenance,
provided that the design efficiency is as protective or more protective of water
quality than Option 3.
OR
Option 2: Sediment basin(s), as measured from the bottom of the basin to the principal
outlet, shall have at least a capacity equivalent to 3,600 cubic feet of storage
per acre draining into the sediment basin. The length of the basin shall be
more than twice the width of the basin. The length is determined by measuring
the distance between the inlet and the outlet; and the depth must not be less
than three feet nor greater than five feet for safety reasons and for maximum
efficiency.
OR
Option 3: Sediment basin(s) shall be designed using the standard equation:
As= 1.2QNs
\Vhere: As is the minimum surface area for trapping soil particles of a certain
size; Vs is the settling velocity of the design particle size chosen; and
Q=CxixA where Q is the discharge rate measured in cubic feet per second; C
is the runoff coefficient; I is the precipitation intensity for the 1 0-year, 6-hour
rain event and A is the area draining into the sediment basin in acres. The
design particle size shall be the smallest soil grain size determined by wet sieve
analysis, or the fine silt sized (0.01 mm) particle, and the V, used shall be 100
percent of the calculated settling velocity.
The length is determined by measuring the distance between the inlet and the
outlet; the length shall be more than twice the dimension as the width; the
depth shall not be less than three feet nor greater than five feet for safety
reasons and for maximum efficiency (two feet of storage, two feet of capacity).
The basin(s) shall be located on the site where it can be maintained on a year-
round basis and shall be maintained on a schedule to retain the two feet of
capacity;
OR
Option 4: The use of an equivalent surface area design or equation~ provided that the
design efficiency is as protective or more protective of water quality than
Option 3.
Sediment basins for Carlsbad Oaks were designed to satisfy the requirements of Om.tion
1., using the following parameters:
Appendix II-A-4 of the San Diego County Hydrology J\tanual gives the precipitation for
a 10-year, 6-hour stonn as 1.9 inches for this project. (See Exhibit "A")
P = 1.9 inches/6 hours
I= 0.32 avg. inches/hour (per Goldman et al., p. 8.16)
Appendix IX of the San Diego County Hydrology Manual gives the runoff coefficients
for this project as C=0.35 to C=0.45. (See Exhibit "B")
Table 8.1 of the Erosion and Sediment Control Handbook (See Exhibit "C") gives the
settling velocity for a 0.01 mm sized particle as Vs = 0.00024 feet/second.
The San Diego County Soils Interpretation Study gives the soil classification for this
project as "B'\ "C'', and "D". (See Exhibit "D")
FOR BASIN C4.LCULATION SU/v/Jl!ARY SPREADSHEET SEE SEC110N 4
SECTION2
SECTION 5.31, PAGES 5.27 TO 5.28 LISTS A STEP BY STEP PROCEDURE FOR
USING THE UNIVERSAL SOIL LOSS EQUATION (SEE EXIDBIT "G")
FOR SOIL LOSS CALCULATION SUil'fiYfARY SPREADSHEET SEE SECTION 4
SECTION 3
SECTION 4
<-asin A -Lot 20
Oesiltation Basin Calculations
Oavg = C X iavg X A
C= 0.45
ia·;g = P6/6 hr.
p6 = 1.9 in. (per 10 yr.-6 hr. I so pluvial)
iavg = 0.32 in ./hr
Pad A= 1.89 a c.
Slope A= 0.28 a c.
Total A= 2.17 a c.
Oavg = 0.308979 cfs
As= 1.20Ns
Vs = 0.00024 ft/sec
min. As= 1545 sf
actual As= 2619 sf
~oil Loss Calculations
A = R X K X LS X c X p
R =16.55(p)22
p= 1.4 in. (per 2yr.-6 hr. lsopluvial)
R = 34.70
Standpipe Calculations
Q=CxlxA
Tc = 5 min. (see Desilting Basin Tributary Area Exhibit)
I = 7.64 in./hr.
0 = 7.2 cfs
h = 1 ft.
Case 1 Case 2
0 = CPh312 0 = CA(2gh) 112
C= 3.0 C= 0.67
P= 2.40074 ft A= 1.34 ft2
d= 0.76 ft d= 1.31 ft
24" pipe
K = 0.24 (CIE2, CmE2, & CnG2 soils-per Table 5-2)
C = 1.0 (Bare areas-per Table 5-5)
P= 1.0 (Packed & Smooth-per Table 5-6)
Area Use %Area Length** Slope/ Grade
Slope 13.1% 45 2:1
Pad 86.9% 300 2%
d = See Desliting Basin Tributary Area Exhibit
*** = Per Figure 5-5
Avg. LS = 1.81
A= 15.07 tn/yr/ac
~oil Loss= 32.7 tn/yr
= 594 cf
LS***
12
0.28
Basin Dewatering Calculations
Ao = A5 (2H) 112
3600(T)Cd(g) 112
H= 2 ft
T= 40 hr
Ca = 0.6
g= 32.2 ttl sec
A0 = 0.010684 ftL
= 1.54 in2
Basin G • Lot 23 (SOUTH)
Desiltation Basin Calculations Standpipe Calculations
Oavg "' C X lavg X A O=CxlxA
C= 0.45 Tc = 10 min. (see Deslltlng Basin TributaJY Area Exhibit)
le.vg = Psf6 hr. I = 4.89 in.lhr.
Ps= 1.9 in. (per 10 yr.-6 hr. lsopluvial) 0 = 31.4 cfs
lavg = 0.32 in./hr h = 1 ft.
Pad A= 12.85 ac.
[] Slope A=== 0.00 a c.
Total A= 12.85 a c. l
Case 1 Case2
0 = CPh312 Q = CA(2gh) 112
Oavg = 1.83113 cfs C= 3.0 C= 0.67
P= 10.4646 ft A= 5.84 ft2
As= 1.20Na d= 3.33 ft d= 2.73 fl
V5 = 0.00024 ft/sec 42" pipe
min. As = 9156 sf
actual A,= 9216 sf
Soil Loss Calculations
A = A X K X LS X c X p
A =16.55(p):o.2
p = 1.4 in. (per 2yr.·6 hr. lsopluvial)
A= 34.70
K = 0.24 (CIE2, CmE2, & CnG2 soils-per Table 5-2)
[] C= 1.0 (Bare areas • per Table 5-5)
j
[J
J
P= 1.0 (Packed & Smooth· per Table 5-6)
Area Use %Area Length·· Slope/ Grade Ls···
Slope 0.0% 0 2:1 0
[] •• = See OesJitlng Bastn Tributary Area ExhtbJt
· J ... = Per Figure 5·5
Pad 100.0% 1350 2% 0.43 .. . .
Avg. LS = 0.43
A = 3.58 tn/yrfac
Soil Loss = 46.0 tn/yr = 837 cf
Basin Dewatering Calculations
A0 = A5(2H) 112
3600(T)C0(g) 112
H= 2 ft
T::: 40 hr
Cd= 0.6
g= 32.2 ftlsec
Ao = 0.037603 ff
::: 5.41 in2
j
j
J
J
j
J
J
J
J
,,
j
J
]
J
J
J
J
J
I l:i:J
L
l (
· ~asin I-Lot l~
Oesiltation Basin Calculations
Oavg = C X iavg X A
C= 0.45
iavg :: P6/6 hr.
p6:: 1.9 in. (per 10 yr.-6 hr. lsopluvial)
iavg :: 0.32 in./hr
Pad A= 3.55 a c.
Slope A= 0.52 a c.
Total A= 4.07 a c.
Oavg = 0.579975 cfs
A5 = 1.20N8
V5 = 0.00024 ft/sec
min. A5 = 2900 sf
actual As= 3655 sf
Soil Loss Calculations
.. = R X K X LS X c X p
R =16.55(p)22
p= 1.4
R = 34.70
in. (per 2yr.-6 hr. lsopluvial)
Standpipe Calculations
Q=CxlxA
Tc = 5 min. (see Desilting Basin Tributary Area Exhibit)
I= 7.64 in./hr.
Q= 15.5 cfs
h= ft.
Case 1 Case 2
Q = CPh 312 Q = CA(2gh) 112
C= 3.0 C= 0.67
P= 5.182967 ft A= 2.89 ft2
d= 1.65 ft d= 1.92 ft
24" pipe
K = 0.24 (CIE2, CmE2, & CnG2 soils-per Table 5-2)
C = 1.0 (Bare areas -per Table 5-5)
P= 1.0 (Packed & Smooth -per Table 5-6)
Area Use %Area Length** Slope/ Grade
Slope 12.8% 55 2:1
Pad 87.2% 440 2%
** = See Des1lting Basin Tributary Area Exh1bit
*** = Per Figure 5-5
Avg. LS = 1.97
A= 16.38 tn/yr/ac
Soil Loss= 66.7 tn/yr
:: 1212 cf
LS***
13.21
0.32
Basin Dewatering Calculations
A0 = A5 (2H) 112
3600(T)Cct(9) 112
H=
T=
2 ft
40 hr
cd = o.6
g = 32.2 ft/sec
Aa:: 0.014910 ftL
= 2.15 in2
MODIFIED TYPE 'F'
TYPE 'F' CATCH BASIN
CAPACITY
OUTLET PIPES
O'Day Consultants Inc.
2710 Loker Avenue vJest, Suite 100
Tel:
Carlsbad,
(760) 931-7700
CA 92008
Fax: (760)
Insleie Dlameter
24.00 in.)
*
* *
* *
* *
AAAAAAAAAAAAAAAAAAAAA
* VJa ter *
* *
* *
* *
* *
*
Circular Channel Section
Flo·.vrate ................. .
Velocity .....
Pipe Diameter
Depth of Flow
Depth of Flo·.-1
Critical Depth
Depth/Diameter
Slope of Pipe .
X-Sectional Area
(D/d)
Wetted Perimeter ......... .
AP.A (2/3)
Mannings 'n' ............. .
Min. Fric. Slope, 24 inch
Pipe Flowing Full ..... .
15.700
12.641
24.000
10.020
0.835
1.430
0.418
2.600
1.242
2.810
0.721
0. Oll
0.345
931-8680
10.02 in.)
0.835 ft.)
'!
CFS
fps
inches
inches
feet
feet
%
sq. ft.
feet
%
0 1 Day Consultants Inc.
2710 Loker Avenue Vlest, Suite 100
Carlsbad, CA 92008
Tel: (760) 931-7700 Fax: (760) 931-8680
*
*
Inside Diameter
24.00 in.)
*
* *
*
* -AAAAAAAAAAAAAAAAAAAAA A
* ~·later *
* *
* *
* *
* *
*
Circular Channel Section
Flowrate ......... .
Velocity ......... .
Pipe Diameter
Depth of Flmv
Depth of Flow
Critical Depth ....... .
Depth/Diameter (D/d)
Slope of Pipe ....
X-Sectional Area
Wetted Perimeter ......... .
rvrannings 1 n 1 ••••••••••••••
Min. Fric. Slope, 24 inch
Pipe Flor,ving Full ..... .
7.600
7.331
24.000
8.758
0.730
0.985
0.365
1.000
1.037
2.594
0.563
0.011
0.081
8.76 in.)
0.730 ft.)
v
CFS
fps
inches
inches
feet
feet
%
sq. ft.
feet
%
0 1 Day Consultants Inc.
2710 Loker ll~venue Hest, Suite 100
Carlsbad, CA 92008
Te 1 : ( 7 6 o) 9 3 1-7 7 o o Fax: ( 7 6 0) 9 31-8 6 8 0
Inside Diameter
18. 00 in.)
*
* *
* *
* *
* ~·later *
* *
* *
* *
* *
*
Circular Channel Section
Flowrate ..... .
Velocity ..... .
Pipe Diameter
Depth of Flow .... .
Depth of FlO'Il ............ .
Critical Depth ......... .
Depth/Diameter
Slope of Pipe .
X-Sectional Area
(D/d)
Wetted Perimeter ..... .
Mannings 1 n 1 •••••••••••••
Min. Fric. Slope, 18 inch
Pipe Flowing Full ..... .
17.300
11.325
18.000
14.518
1.210
Greater than
0.807
2.000
1.527
3.346
0.905
0. 011
1.941
14.52 in.)
1.210 ft.)
v
CFS
fps
inches
inches
feet
Pipe Diameter
0 15
sq. ft.
feet
%
0 1Day Consultants Inc.
2710 Loker Avenue ~·Jest, Suite 100
Carlsbad, CA 92008
Tel: (760) 931-7700 Fax: (760) 931-8680
*
Inside Diamecer
24.00 in.)
-AAAAAAAAAAAAAAAAAAAAA A
\·Jater *
* *
*
*
*
Circular Channel Section
Flo·.-lrate ..... .
Velocity .....
Pipe Diameter
Depth of Flo•/1 ..
Depth of Flow ..
Critical Depth
Depth/Diameter
Slope of Pipe .
X-Sectional Area
(D/d)
Wetted Perimeter ......... .
ARA (2/3) ................. .
fvlannings 1 n 1
Min. Fric. Slope, 24 inch
Pipe Flo~ing Full ..... .
30.400
30.902
24.000
8.424
0.702
1.867
0.351
18.500
0.984
2.536
0.523
0. 011
1. 2 93
i
8.-±2 in.)
0.702 ft.)
CFS
fps
inches
inches
feet
feet
%
sq. ft.
feet
%
·.·./ <:: ;,'·':, ! __ ,,\ ---~ j ----_ ) rr )
0 1 Day Consultants Inc.
2710 Loker Avenue West, Suite 100
Carlsbad, CA 92008
Tel: (760) 931-7700 Fax: (760) 931-8680
Inside Diameter
24.00 in.)
*
*
* *
* *
AAAAAAAAAAAAAAAAAAAAA
* \·later *
* *
* *
* *
* *
*
Circular Channel Section
Flo·:1rate ................. .
Velocity ................. .
Pipe Diameter
Depth of Flow ............ .
Depth of Flow ............ .
Critical Depth
Depth/Diameter (D/d)
Slope of Pipe ............ .
X-Sectional Area
Wetted Perimeter ......... .
AR"' (2/3)
tvJannings 1 n 1 ••••••••••••••
Min. Fric. Slope, 24 inch
Pipe Flowing Full ..... .
29.700
22.089
24.000
10.639
0.887
1.862
0.443
7.500
1.345
2. 914
0.803
0.011
1.234
10.64 in.)
0.887 ft.)
v
CFS
fps
inches
inches
feet
feet
%
sq. .c~ L L.
feet
%
O'Day Consultants Inc.
2710 Loker Avenue vJest, Suite 100
Carlsbad, CA_ 92008
Tel: (760) 931-7700 Fax: (760) 931-8680
Inside Diameter
24.00 ' \ ln. 1
*
* *
* *
* * -AAAAAAAAAAAAAAAAAAAAA A
* Water *
* *
* *
* *
* *
*
Circular Channel Section
Flo~rate ......... .
Velocity ......... .
Pipe Diameter
Depth of Flow ............ .
Depth of Flow ........ .
Critical Depth
Depth/Diameter (D/d)
Slope of Pipe ............ .
X-Sectional Area ......... .
Wetted Perimeter
A_R" (2/3)
t•Iannings 'n'
Min. Fric. Slope, 24 inch
Pipe Flowing Full ..... .
15.500
12.598
24.000
9.949
0.829
1.424
0.415
2.600
1.231
2.798
0.712
0. 011
0.336
9.95 in.)
0.829 ft.)
v
CFS
fps
inches
inches
feet
feet
c -6
sq. ft.
feet
%
! I
SECTION 5
('\,
\. \
D
\. ··,
J ! ~ i "
-!' --···
If'\ I
.L>
: fJ.u .uci . \10)
Slope
LS VWWlli for following 11lope length.s l, ft·~m)
radient 10 20 30 •iO 50 60 70 80 90 100
s, % (3.0) (6.1) (9.1} (12.2} (16.2) (18.3) (21.3) (24..4) (27.4} (30.5)
0.5 0.06 0.07 0.07
0.09 0.10
0.12 0.14
0.18 0.20
0.21 0.26
0.08
0.10
0.15
0.22
0.28
0.08
0.11
0.16
0.23
0.30
0.09
0.11
0.17
0.25
0.33
0.09
0.12
0.18
0.26
0.35
o.os ·o.o9
0.12 0.12
0.19 0.19
0.27 0.28
0.37 0.38
0.10
0.12
0.20
0.29
0.40
l. 0.08
2---.. 0.10
3 0.14
4 0.16
5 0.17 0.24 . 0.29
0.30 0.37
0.37 0.45
0.44 0.54
0.52 0.64
0.34
0.43
0.52
0.63
0.74
0.3S
0.48
0.58
0.70
0.83
0.41
0.52
0.64
0.77
0.91
0.45
0.56
0.69
0.83
0.98
0.48
0.60
0.74
0.89
1.05
0.51
0.64
0.78
0.94
1.11
0.53
0.67
0.82
0.99
1.17
6 0.21
7 0.26
8 0.31
9 0.37
10
ll
12.5
15
16.7
20
22
25
30
33.3
35
40
4.5
50
55
57
60
66.7
70
75
so
85
90
95
100
la.~11d from
0.43 0.61 0.75 0.87
0.50 0.71 0.86 1.00
0.61 0.86 1.05 1.22
0.81 1.14 1.40 1.62
0.96 1.36 1.67 1.92
1.29 Ul2 2.23 ~Ui8
1.51 2.13 2.61 3.02
UJ6 2.63 3.23 3. 73
2.51 3.56 4.36 5.03
2.98 4.22 5.17 5.96
0.97 1.06
1.12 1.22
1.36 1.49
1.81 1.98
2.15 2.36
1.15 1.22 1.30 1.37
1.32 1.41 1.50 1.58
1.61 1. 72 1.82 1.92
2.14 2.29 2.43 2.56
2.54 . 2. 72 2.88 3.04
2.88 3.16 3.41 3.65 3.87 4.08
3.37 3.69 3.99 4.27 4.53 4.77
4.16 4.56 4.93 5.27 5~59 5.89
5.62 6.16 6.65 7.11 7.54 7.95
6.67 7.30 7.89 8.43 8.95 9.43
3.23 4.57 5.60 6.46 7.23 7.92 8.55 9.14 9.70 10.!!2
4.00 5.66 6.93 8.00 8.95 9.80 10.59 11.32 12.00 12.65
4.il1 6.80 8.33 9.61 10.76 11.77 12.72 13.60 14.42 15.20
5.64 7.97 9.76 11.27 12.60 13.81 14.91 15.94 16.91 17.82
6.48 9.16 11.22 12.00 14.48 15.87 17.14. 18.32 19.-4.3 20.48
6.S2 9.64 11.80 13.63 15.24 16.69 18.03 19.28 20.45 21.55
7.32 10.35 12.68 14.64 16.37 17.93 19.37 20.71 21.96 23J.5
1:1.44 11.93 14.61 16.88 18.87 20.67 22.32 23.87 25.31 26.68
8.98 12.70 15.55 17.96 20.08 21.99 23.75 25.39 26.93 28.39
9.7CI 13.83 16.94 19.56 21.87 23.95 25.87 27.66 29.3•1 30.92
10.55 14.93 18.28 21.11 23.60 25.S5 27.93 29.85 31.66 33.38
11.30 15.98 19.58 22.61 25.27 27.69 29.90 31.97 33.91 35.'/4
12.02 17.00 20.82 24.04 26.88 29.44 31.80 34.00 36.06 38.01
12.71 17.97 22.01 25.41 28.41 31.12 33.62 35.94 38.12 40.18
13.36 18.89 23.14 26.72 29.87 32.72 35.34 37.78 40.08 42.24
i li5.41 X .~ 4.5li )( s ) ( l )"' 1...:s2~+-l-O-,U-O-O + 'V'/? + 10,000 + O.OOfi -72.-5 LS ~ topo""aphic factor
I • slope len{th, !t (Ill X 0.3048)
s .. alope ateepn111111,
m .. exponent depondent upon &lope aleepnw
(0.2 for alopea < 1 'f., 0.3 for &lapu 1 to 3%,
0.4 [or alopu 3.5 to 4.5%, and
0.5 for &lopea > 5%)
i
I
i
.,\
'' j,
I
I'
.,.
' I
I
{
LS valWlll for followiug &lope lengths L, ft (m)
150 200 250 300 350 400 450 500 600. 700 800
(46) (61} (76) (91) (10'1) (122} (137) (152) (183) (213) (244)
0.10 0.11 0.11 0.12 0.12 0.13 0.13 0.13 0.14
0.14. 0.14 0.15 0.16 0.16 0.16 0.17 0.17 0.18
0.23 0.25 0.26 0.28 0.29 0.30 0.32: 0.33 0.34
.0.32 0.35 0.38 0.4.0 0.42 0.4.3 0.45 0.46 0.49
0.4.7 0.53 0.58 0.62 0.66 0.70 0.73 0.76 0.82
O.GG 0.76 O.SS 0.93 1.00 1.07 1.13 1.2Q
0.82 0.95 1.06 1.16 1.26 1.34 1.43 1.50
1.01 1.17 1.30 1.43 1.54 1.65 1.75 Ul4
1.21 1.40 1.57 1.72 1.85 1.98 2.10 2.22
1.44 1.66 l.SS 2.03 2.19 2.35 2.49 2.62
1.68 1.94 2.16 2.37 2.56 2. 74 2.90 3.06
1.93 2.23 2.50 2.74 2.95 3.16 3.35 3.53
2.35 2.72 3.04 3.33 3.59 3.84 4.08 4.30
3.13 3.62 4.05 4.43 4.79 5.12 5.43 5.72
3.72 4.30 4.81 5.27 5.6\) 6.08 6.•&5 6.80
1.31
1.65
2.02
2.43
2.87
3.35
3.87
4.71
6.27
7.45
0.14 0.14
0.18 0.19
0.36 0.37
0.51 0.54
0.87 0.92
1.42
1.78
2.18
2.62
3.10
3.62
4.18
5.08
6.77
8.04
1.51
1.90
2.33
2.80
3.32
3.87
4.47
5.43
7.24
8.60
900
(274)
0.15
0.19
0.39
0.55
0.96
1.60
2.02
2.47
2.97
3.52
·~.11
4.7•l
5.76
7.68
9.12
1000
(3.05)
0.15
0.20
0.'&0
0.57
1.00
1.69
2.13
2.61
3.13
3.71
4.33
4.99 s.os
8.09
9.62
5.00. 5.77 6.45 7.06 7.63 ·8.16 8.65 9.12 9.99 10.79 11.54 12.24 12.90
5.84 6. 75 7.54 8..26 8.92 9.54 10.12 10.67 11.68 12.62 13.49 14.31 15.08
7.21 8.33. 9.31 10.20 11.02 11.78 12.49 13.17 14.43 15.58 16.66 17.67 18.63
9.74 11.25. 12.57 13.77 14.88 15.91 16.87 17.78 19.48 21.04 22.49 23.86 25.15
11.55 13.34 14.91 16.33. 17.64 18.86 20.00 21.09 23.10 24.95 26.67 28.29 29.82
12.52 1·'-46 16.16 17.70 19.12 20.44 21.68 22.86 25.04 27.04 28.91 30.67 32.32
15.50 17.89 20.01 21.91 23.67 25.30 26.84 28.29 30.99 33.48 35.79 37.96 .40.01
1s.s2 21.60 u.o3 26..33 28.44 ao.-4.0 a2.24 33.99 37.23 40.22 -12.00 4s.so 4S.o7
21.83 25.21 28.18 30.87 33.34 35.65 37.81 39.85 43.66 47.16 50.41 53.47 56.36
25.09 28.97 32.3!) 36.~ 38.32 40.97 43.45 45.80 50.18 64.20 57.94 61.45 64.78
26.40 30.48 34.08 37.33 40.32 43.10 45.72 48.19 52.79 57.02 60.96 64.66 68.15
28.35 32.74 36.60 40.10 43.31 46.30 49.11 51.77 56.71 61.25 65.48 69.45 73.21
32.68 37.74 42.19 46.22 49.92 53.37 56.60 59.66 65.36 70.60 75.47 80.05 84.38
34.77 40.15 44.89 49.17 53.11 56.78 60.23 63.48 69.54 75.12 80.30 85.17 89.78
37.87 43.73 48.89 53..56 57.S5 6l.S5 65.60 69.15 75.75 81.82 87.46 92.77 97.79
40.88 47.20 52.77 57.81 62.44 66.75 70.80 74..63 81.76 88.31 94..41 100.13 105.55
43.78 50.55 56.51 61.91 66.87 71.48 75.82 79.92 87.55 94.57 101.09 107.23 113.03
46.55 53.76 60.10 65.84 71.11 76.02 80.63 84.99 93.11 100.57 107.51 114.03 120.20
49.21 56.82 63.53 69.59 75.17 80.36 85.23 89.84 98.4.2 106.30 11.3.64. 120.54 127.06
51.74 59.74 66.79 73.17 79.03 84.4.9 89.61 94..46 103.48 111.77 119.48 126.73 133.59
/' £.xr!I81T E
' ' --
---·
Sample Soil Loss Calculation; Step-by-Step Pra.cedu.re
1.
2.
3.
4.
5.
a.
7.
Determine the R factor.
Based on soil sample particle size analysis, determine the K value from the
nomograph (Fig. 5.6). Repeat if you hava more than one soil sample.
Divide the site into sections of uniform slope gradient and length. Assign an
LS value to each section (Table 5.5).
Choose the C valua(s) to represent a seasonal average of the effect of mulch
and vegetation (Table 5.6).
Set the P factor based on ths final grading practice applied to the slopes
(Table 5.7).
Multiply the five factors together w obtain per acn soil lou.
Multiply soil loss per acre by the acreage to find the total volum.e of sediment.
If the soil loss prediction shows excessive volume lost from the site, consider ·
(a) working only a portion of the site at one time, (b) altering the slope length
and gradient, or (c) increasing mulch application rate or seeding.
'.
RANCHO C.4.RJ.;SHA,D CHAJ.~NEL & BASIN PROJEC-r
(Job Number 13182)
June 30, 1998
Prepared for:
City of Caris bad
2075 Las Palrnas Drive
Carlsbad, California 92009-1576
R.C.E. #32838
Exp. 6/02
Rick Engineering Company
\Vater Resources Division
5620 Friars Road
<10\ /Ci1 'l f~
-· _!. ~-' / ·-~-.!._ .: •
__ I
Introduction
This report has been prepared to summarize the hydrologic and hydraulic studies conducted
by Rick Engineering Company for the City of Carlsbad as part of the Rancho Carlsbad Channel and
Basin Project. Rancho Carlsbad Mobile Home Park (RC11HP) is located north ofEl Camino Real
midway between College Boulevard and Tamarack Avenue. See the Vicinity Map on the next page.
RCMHP contains portions of both Agua Hedionda and Calaveras Creeks. Agua Hedionda Creek
flows westeriy through the southern portion ofRCMHP. Calaveras Creek flows southwesterly along
the northern property boundary. Calaveras Creek confluences with Agua Hedionda Creek within
RCMHP approximately 300 feet upstream ofEl Camino Real. The Federal Emergency Management
Agency (FEMA) Flood Insurance Rate Map (FIRM) shows that a large portion of RCMHP is
inundated by the 1 00-year storm. See the FIRM in Map Pocket 1. The purpose of this study is to
provide recommendations for minimizing the 1 00-year flooding in RCMHP. These
recommendations include upstream detention basins to decrease the peak flow and on-site creek
improvements to increase the creek capacities.
Hydrologic Methodology
Hydrologic analyses were prepared to detennine the 100-year peak discharge within RCMHP
and to analyze proposed detention scenarios. Two hydrologic analyses using the U. S. Army Corps
of Engineers' HEC-1 flood hydrograph program are included in this report. The flrst analysis
modeled the existing detention facilities and ultimate development. Ultimate development was
assumed in order to account for the maximum anticipated discharge in the watershed. The results
of the first analysis confirmed that the creeks in RCivlHP are inadequate to convey the 1 00-year
Prepared By:
Rick Engineering Company-Viator Resources Division
DCB:MDL:emlliReportJJ-13182.001
07/01/98
'_j
storm. Therefore, additional analyses were performed in order to study detention scenarios. The
HEC-1 analysis containing the most desirable detention scenario is included in this report and is
based on the existing and four proposed detention facilities and ultimate development within the
entire watershed. Tne HEC-1 input and methodology are discussed below. The HEC-1 results are
discussed in the following section.
Prior to preparing the HEC-1 input, previous studies (listed in "References") for RC11HP
were reviewed and site visits were performed. The site visit objectives were to verify the watershed
boundary and major flow paths of both Agua Hedionda and Calaveras Creeks, determine existing
detention locations, and review proposed detention locations. Prior to the site-Visits, the watershed
boundary and flow paths were delineated on the United States Geological Survey's (USGS)
quadrangle maps. The watershed was divided into sub-basins in order to obtain peak flows at
existing and proposed detention facility locations and at locations listed in the current Flood
Insurance Study. The watershed boundary, flow paths, and sub-basin boundaries were verified
during the site visits and adjusted appropriately. See Map Pocket 2 for the RCMHP watershed
bOlmdary map.
During the site visits, existing detention facilities such as dams and road embankments were
noted. Two dams exist within the RCMHP watershed: Calaveras and Squires. Of these two, only
Calaveras dam provides significant detention. It is located within Calaveras Creek and detains the
upstream creek flows. On the other hand, Squires Dam is located at the upper end of a drainage
basin and provides minimal detention. The plans for Calaveras Dam were obtained from the
Division of Safety of Dams (DSOD) and the outlet works and storage capacity were modeled in the
hydrologic analyses.
Prepared By:
Rick Engineering Company-Water Rcsour·:es IJivisicn 3 DCB::VIDL:cmrl1RepJrrJJ-13182.00 1
07t 01198
Furthermore, the following road embankments \vere identified as potential existing detention
facilities: Business Park Drive (south of Park Center Drive), Sycamore Avenue (north of Grand
Avenue), ShadoVvridge Drive (north of Antiqua Drive), Melrose Drive (north of Cannon Road), and
Melrose Drive (south of Aspen \Vay). As-built plans for these road crossings were obtained from
the appropriate agencies. The culverts and storage capacities of the Sycamore A venue, ShadoVvTidge
Drive, and Melrose Drive (Cannon Road) facilities were modeled in the hydrologic analyses. The
Business Park Drive and Melrose Drive (Aspen Way) crossings were not modeled because the
culverts at these locations are large enough to convey most of the upstream flows with minimal
detention.
Two main criteria were considered in selecting potential proposed detention basin sites.
First, the facilities listed in the Master Drainage Plan were considered. Second, existing or proposed
road crossings were considered. Detention basin construction at road crossings provides several
benefits. Road crossings create a natural location for detention. They are cost-effective because the
road emban..lanent is used for detention. They do not create a significant increase in environmental
impacts.
The above-mentioned sub-basins and detention facilities were modeled in the HEC-1
progra..'ll. The progra.rn parameters include sub-basin area, rainfall distribution, lag time, a11d curve
number. These para..meters were determined as follows: The sub-basin area was obtained from the
USGS watershed boundary map. The rainfall distribution was based on storm duration and
frequency, as \Vell as the sub-basin's geographic location. The lag time was based on sub-basin
characteristics such as topography, basin shape, vegetative cover, existing development, and stom1
duration. Both rainfall distribution and lag time were generated by utilizing the criteria outlined in
Preo:1red Bv:
Rick Engin • .:ering Company-Wat~r Resuurces o:vision 4 DCB·:VfDL·cmniRepcrtd-131 32 01) l
07.0L 98
Appendix 1 contains the 1 00-yea:r, 24-hour HEC-1 analysis for the RCMHP watershed with the
existing detention facilities and ultimate development.
The second HEC-1 analysis modeled both existing and proposed detention facilities and
ultimate development. Several proposed detention scenarios were investigated and it was
determined that the most feasible scenario was the combination of four detention basins, all located
at proposed road crossings. Two of the proposed detention facilities are listed in the 1994 Master
Drainage Plan as Detention Basins BJB and BJ. These facilities are located immediately upstream
ofRCNfHP in Calaveras Creek. Both oft1'1e detention basins were designed as flow-by facilities.
A flow-by facility detains the higher creek flows, while allowing lower flows to pass through the
·r
basin relatively undetained. The other two detention basins are further upstream in Agua Hedionda
Creek at the proposed road extensions ofMelrose Drive (southof Aspen \Vay) and Faraday Avenue.
Both of the Agua Hedionda detention basins are flow~through.types where all of the creek flow is
detained. All proposed detention facilities were designed to be outside DSOD's jurisdictional limits,
i.e., less than 50 acre-feet of storage volume and less than 25 feet high. Appendix 2 contains the
HEC-1 analysis of the 1 00-year, 24-hour storm for the RCMHP watershed with both existing and
proposed detention facilities and ultimate development.
Table 1 summarizes the results of both HEC-1 analyses. The table shows that with the
proposed detention basins, the peak discharge at RCMHP decreased by approximately 10 to 15
percent. Preliminary design of the proposed detention facilities are discussed below.
Prepared By:
Rick Engineering Company. \Vater Resources Division 6 DCB:~!DL-:mn, ReportJJ-13 i82.001
Q7,0L98
Preliminary designs were performed for each proposed detention facility to determine the
outlet works required to achieve maximum detention, while maintaining the height and storage
volume below DSOD jurisdictional limits. The preliminary design of each detention facility and the
results for each detention facility design are described below.
The most upstream proposed detention facility in Agua Hedionda Creek is at Melrose Drive.
This facility will be a flow-through detention basin. Melrose Drive runs north-south and currently
ends just south of Aspen Way near the Carlsbad Corporate boundary. Future plans call for the
extension of Melrose Drive to Palomar Airport Road. An existing reinforced concrete box (RCB)
culvert conveys flow under Melrose Drive and is 10 feet wide by 7 feet high. The existing Melrose
Drive emban..lanent provides minimal detention because of the RCB's large capacity. Hydrologic
calculations show that a 36-inch diameter opening at this location will detain the peak flow discharge
from approximately 450 cubic feet per second (cfs) to 180 cfs. There are two alternatives for
creating the 36-inch opening. One is to replace the existing culvert with a 36-inch RCP and the other
is to construct a concrete barrier at the inlet vvith a 36-inch diameter opening. The resultant storage
volume and ponded water surface elevation (WSEL) with the new outlet works will be
approximately 41 acre-feet and 329 feet, respectively. This will create an inundation area of
approximately seven acres. The estimated outlet velocities for the first and second alternative will
be 25 and 13 feet per second (fps), respectively. The velocity under the first alternative is greater
than the maximum desired velocity of 20 fps. The velocity calculation assumed that the proposed
36-inch RCP was constructed at the slope of the existing culvert, which is one percent. If this
alternative is selected, the final culvert design should analyze methods for reducing the outlet
velocity, such as placing the culvert at a t1atter slope or using multiple small diameter culverts. A
Prcp:1rd By
Rick Engineering Company· W atcr Resources Divis ion 8 DCB:\!DL:emniReport'J·lJ 182.00 I
07/0lr98
conceptual plan for the second alternative is included in Map Pocket 3.
The other detention facility proposed for Agua Hedionda Creek is the Faraday Avenue flow-
through detention basin. Currently, Faraday Avenue runs east-west and ends at Orion Street. The
extension of Faraday Avenue to Park Center Drive in the city of Vista is plan_ned as part of Carlsbad
Oaks North Business Park. The hydrologic calculations and preliminary design in this report were
based on the proposed embankment and topographic information shown on the Tentative Map for
Carlsbad Oaks North Business Parkby O'Day Consultants, dated 1\pril 6, 1998. The calculations
show that a single 6-foot wide by 7-foot high RCB culvert \vill detain approximately 49 acre feet of
storage volume and will pond up to an elevation of 240 feet. The inundation area will be
approximately seven acres. The 1 00-year peak discharge of 1,050 cfs entering the detention has in
will be detained down to approximately 780 cfs. The approximate calculated outlet velocity will be
19 fps. A conceptual plan for this detention facility is included in Map Pocket 4.
The two proposed detention facilities in Calaveras Creek are located just upstream of
RCMHP and were designed as flow-by basins. The first facility, Detention Basin BJB, is located
north of RCMHP at the proposed College Road extension and west of the proposed Cannon Road
extension. College Boulevard currently ends at El Camino Real. North ofRCMHP, the proposed
College Boulevard extension runs roughly east-west. College Boulevard intersects the proposed
Cannori Road extension at the northeast comer of RCivfHP. Cannon Road currently ends east of
Interstate 5 at Paseo Del Norte. The proposed Cannon Road extension alignment will be parallel to
Calaveras Creek and immediately north of RCMHP. The detention basin design consists of an
earthen embankment, outlet works, and a small berm. The embankment will have a 1 0-foot top
width and a 76-foot crest elevation with 2:1 (horizontal:vertical) side slopes. The outlet works
Prepared By:
Rick Engineering Company-Wat~r Resources Division 9
DCB:MDL:emn!ReportJJ.J3182.00 1
07/0 l/98
' (
consist of a single 10-foot wide by 7-foot high RCB and a 48-inch RCP. The 48-inch RCP joins the
RCB downstream of the embankment. The RCB then extends to Calaveras Creek. An emergency
spillway is also provided. The small berm will run parallel to the creek for approximately 1,200 feet.
The berm will have an approximate 74-foot crest elevation, 10-foot top width, 2:1
(horizontal:vertical) side slopes, and a weir section. The weir section, located near the embankment,
will allow flow to enter the basin at an approximate WSEL of 73 feet. Hydrologic calculations show
that with the outlet works described above, a storage volume of approximately 49 acre feet will be
attained. The resultant ponded \VSEL will be approximately 7 5 feet and the inundation area will be
approximately 15 acres. The peak discharge of 1,570 cfs entering the basin will be detained down
to 1,200 cfs. The approximate outlet velocity will be 19 fps for the RCB. See Map Pocket 5 for a
copy of the conceptual design ofDetention Basin BJB.
The other Calaveras Creek detention facility, Detention Basin BJ, is located northeast of
RCMHP at the proposed College Boulevard extension and east of the proposed Cannon Road
extension. The earthen embankment will have a crest elevation of approximately 81 feet, a top width
of 10 feet, and 2:1 side slopes. An emergency spillway will be provided. Approximately 600 feet of
channel improvements upstream of the proposed embankment are necessary. The channel
improvements include grading the creek as follows: Trapezoidal-shaped grass-lined channel with
a 3-foot bottom -..,vidth, 4-foot depth, and 2:1 side slopes. The hydrologic calculations showed that
a 6-foot wide by 3-foot high RCB would detain the peak flow of 670 cfs down to approximately 350
cfs. The inundation area is approximately eight acres and the ponded WSEL is approximately 76
feet. The detention basin stores approximately 48 acre feet of water. The calculated outlet velocity
will be approximately 19 fps. See Map Pocket 6 for the conceptual plans for Detention Basin BJ.
Prepared By:
Rick Engineering Company ·Water Resources Division 10 DCB::V!DL:emrvRoport!J-!3182.00 l
07'0 li98
As discussed above, with the addition of the proposed detention facilities, the peak disct1arge
at RCMHP is decreased by approximately 10 to 15 percent. All four of the proposed detention
facilities were designed to fall below DSOD's jurisdictional limits. Also, all the facilities are located
at existing or proposed road crossings and at least one foot of freeboard is maintained at the road
emban.lanents. The results are summarized in Table 2, which contains results such as outlet works,
velocity, peak flow discharge into and out of the basin (Qin and OouJ, storage volume, ponded \VSEL,
and surface area.
Prepared By:
Rick Engineering CompCJ.ny-\\"ater Resources Division 1 1 DCB:;\!DL:cmrJReportJJ-13182.00 l
07;0 L98
Table 2
Summary of Proposed Detention }facilities
Rancho Carlsbad Cl}anncl and Basin Project
100-ycar, 24-hour Storm Event
Facility
Nmne
Qin' cfs Q~uucfs Outlet
Works
' Ponded
W$:EL,n
. !Storagj!, ~~--ft $tlrfa~c.·· ·· · · · ·· · · · Area, ac
.. ·· •.. ·1 Ori~i~t ........... .
··+··· :·:· . . .
Melrose
(south of
Aspen Way)
Faraday
BJB
BJ
Pr~parcJ By:
450
1,050
1,560
670
Kick Engin~~ring Company -Water Rcsomces Division
180
780
1,200
350
36" RCP
6'x7' RCB
1-1 O'x7' RCB
&48" RCP
6'x3' RCB
329 41
240 49
75 49
76 48
12
7
7
15
8
·Velocity; fps
13 (Alt. 2)
25 (Alt. 1)
19
19
19
DCll:MDL:cmn/ReportJJ-131 82.00 l
07/01/98
Hydraulics
Hydraulic analyses were performed to determine the amount of silt removal and re-grading
required to minimize the 1 00-year flooding at RCMHP. In order to effectively analyze flood levels
in both Agua Hedionda and Calaveras Creeks, the U.S. Army Corps of Engineers HEC-2 Water
Surface Profiles program was used. The program is intended for calculating \VSELs for steady
gradually varied flow in natural or man-made channels. The effects of various obstructions such as
bridges and culverts may be considered in the computations. The program also has capabilities
available for assessing the effects of channel improvements.
The input parameters vvere based on channel and overban..l( rougrn1esses, 1 00-year discharge,
downstream \VSEL, and topography. The channel and overbank roughnesses were determined by
field observations. The 1 00-year discharge was obtained from the HEC-1 analysis in Appendix 2
modeling both existing and proposed detention facilities. The downstream WSEL was estimated
in the HEC-2 analysis by using the slope-area method. FEMA-approved HEC-2 cross-sections for
the area downstream of the site were included in the analysis. The 1 00-year discharge for the
downstream area was obtained using the split-flow analysis from the Flood Insurance Study.
The existing topography was based on June, 1995 topographic maps by Manitou
Engineering. The topography was used to prepare cross-sections of both creeks, as well as the
overbank areas. Since prior studies showed that the creeks were under-capacity, the original grading
plans for RCMHP ·were obtained and modeled in the HEC-2 a.J.J.alysis by using the channel
improvement option. The original grading plans were prepared October 15, 1969 and approved by
the City on 1v1arch 24, 1971. The original design consisted of a trapezoidal channel with an overall
iength of approximately 1.2 miles and included both Agua Hedionda and Calaveras Creeks within
Prepared By·
Rick Engineering Cc"~rr~rJ.ny -\Vetter Resources Division 13
DCB:\!DL:emniRcportiJ-13182 001
07/0 L98
RCMHP. The side slopes were 2:1 (horizontal:vertical) and the approximate bed slopes were 0.15
and 0.30 percent in Agua Hedionda Creek and Calaveras Creek, respectively. The bottom width of
Agua Hedionda Creek varied from 58 feet at the El Camino Real bridge to 44 feet upstream of the
confluence. The approximate channel depth was 11.5 feet. The bottom width and channel depth of
Calaveras Creek were four feet and nine feet, respectively.
A HEC-2 analysis was performed based on the original design. The HEC-2 results showed
that a large portion of RCMHP remained inundated by the 1 00-year flood. In order to increase
channel capacity, additional channel improvements were modeled in the HEC-2 analysis for the
downstream sections of both creeks. At the El Camino Real bridge, the bottom width was widened
to 87 feet. 'Within the next 1,400 feet upstream of the bridge, the bottom width then tapered down
to the original design bottom ·width of 44 feet in Agua Hedionda Creek and four feet in Calaveras
Creek.
The results of the hydraulic study are contained in Appendix 3. The results are also depicted
on the RCMHP 100-year Floodplain Map in Map Pocket 7. The map shows that with the proposed
detention facilities and channel improvements discussed above, a majority of RCMHP will be
outside of the 1 00-year floodplain.
lYiaintenance Plan
This Maintenance Plan contains maintenance requirements for Aqua Hedionda and Calaveras
Creek within RCMHP. This plan also contains requirements for the four upstream detention basins.
It is vital that the creeks and detention basins be maintained on a regular basis to ensure an
acceptable level of flood protection for RCMHP. It is recommended that the maintenance described
Prepared By:
Rick Engineering Comp:my -Water Resources Division 14 DCB:MDL:emn/Report/J-13182.001
07/01/98
below be performed annually prior to the rainy season and after any storm event exceeding the 10-
year peak discharge.
Aqua Hedionda and Calaveras Creek must be maintained to prevent adverse siltation in each
creek. Siltation \-..,111 reduce the flow capacity of the creeks and increase the likelihood of inundation
within the mobile home park. The first step is to devise a system for monitoring the silt level in each
creek. This can be done using metal posts with markings placed si.x inches apaJ.'i. The posts should
be placed vertically in each creek at intervals not exceeding 500. feet. The posts should extend at
least two feet above the creek bed and must be embedded deep enough so that they will not be
moved by large creek flows. A geotechnical engineer should be consulted for the required
embedment depth. Once the posts are installed, the silt level can be easily monitored by
maintenance personnel. As the silt level reaches one foot, the silt should be removed by
maintenance crews to the design elevations.
The topographic maps have been reviewed to determine the siltation that has occurred in both
creeks over the past few years. The design of the creeks within the mobile home park is shown on
the grading plan for RCMHP approved March 24, 1971. The creek bed elevations on the grading
plan served as the base elevations in determining the amount of siltation in each creek. A
comparison of the grading plan with a June 1995 topographic map indicates that the silt in Aqua
Hedionda and Calaveras Creek raised the creek beds as much as seven and five feet, respectively.
Therefore, siltation has occurred in Agua Hedionda and Calaveras Creek at a rate of up to 0.3 and
0.2 feet per year. Using these rates and an acceptable silt level of one foot indicates that portions of
the creeks could require maintenance approximately once every three to five years. It is important
to point out that this is a rough approximation because the creek siltation will depend on the
PrepareJ By:
Rick Engineering Compny-W:Jter Resources Divisicn 15 DCB:i\1DL:~mr"'Repvr'Lil·l31 82.001
07/01/98
~-.:::.:~2 ~I:<E C•? .?:c'.r3?_7\.G2 ?!...::·~'! !?0?. :-!...""..Y..I~·'r!...:~-': P:::?~!O~ '71"' C•T'!-.1 • ~~-·..--or-... • ll.!•1t:; ...... ....,_ __ ~•·tu,-1 0? STATION FLOti C:E?..K 6-EOU"R. 24-i-iOUR 7 2 -HOu'3. .J. ..... i:(.E..!i SW.GS i·Lll...X ST.~G2
2744. 10. 53 1·~53 S9C 576 " . 3 4
P.OUT::::D TO 2i2C2 2743. 10.53 1453 537. 575 4 • 3"<; 404 .02 10.58
3SNdC2 357. 10.00 169 69. 66. .55
2 CC~·13I~2D P..T 304:3. 10.50 1619. 666 642 . 8 3
ROUTZD TO RTBC3 3028. 10.53 1619. 664 6~0. . 8 9 385 .09 10 .sa
hl:UP.OG?-~.PH AT 3S~f3C3 7B. 10.00 353 145. 140. 1 .18
2 C0~·1BIN2D AT BC2&EC3 3E33. 10.50 1959. 509. 779. 6 .07
P-Ol.TTED TO RT?C4 1549. 10.53 1963 80S. 77h .07 36"1 7.J 1.0 .53
HYDROGRAPH AT BSN3C4 184 10.00 85. 35 33 . 31
2 CO~lBINED AT .DC3&BC4 3798. 10.50 2052 240 809 . 6 . 3 8
HYDROGRAPH AT AHl l8Cl2. 10.17 881. 363 34 9. 2 83
D2TSYC 1736. 10.25 sal 362 3?9 2 83 372 .32 10 '25
2 CO~·GIHED AT 2C&-JI_'Y:l 5526-10.50 2931. 12 02. 1158 9 . 21
5235. 10. 7 s 2892 llSS. :141. 9 . 21 313 99 10 75
516. 10. co 2·13 :oc 35. '33
b)l.fTSD TO DE':'S1--LZ'..DQ .;;oo. 10. 17 243 lOO. 36. .83 351 95 10 17
457. 10.50 2~3 :oo ')6. .83 321 .25 lQ .50
?52 73/. "u .OIJ 367 j.SO. 144 . ~l
.OL1. .ss ~ -~ 3 s :·!3 ~ l3Sl. ll .~5
OL;s :;_.] • b I ::-;: 2 _:_.:.z -~ ~ _,_j j..;_ "" . 4 5 233 ·J a lQ s"f
; c:::
~" ~ 'C
-·--...:...) -=-~ JC ~ 77. J-5": .27 " ; ., j
c -"'-
2 CO!<!BINED A7 CGN3INE 1290. 10.08 654. 274. 264. 2.35
ROtiTED TO 1265 .. 10.25 664. -273-263. 2.35 161.74 10.25
HYDROGRAPH A7 AHS 177. 10.00 83. 34. 33. .31
ROUTED TO AHB-7 174. 10.00 83. 34. 33. . 31 160.24 10.00
H'{DROGRA.PH A7 iU-!7 512. 10.08 240. 98. 94. 1.. 12
4 COMBINED AT COMBINE 7995. 10 .. 58 4455. 1831. 1764. 15.23
P.OUTED TO AH7-i'39 7663. 10.83 4443. 1821.. 1754. 15 .. 23 103.49 10.83
1-lYDROGRAPH AT 500. 10.08 235. 96. 92. l. 00
2 CON'BINED AT CO!'-'.BINE 7987. 10.75 4671. 1916. 1846. 16.23
ROUTED TO AH9-10 7874. 10.92 4669. 1997. 1941. 16.23
hrDROGRA.PH AT i'..HlO 338. 10.00 156. 64. 61.. .66
2 COHBINED AT co:wra;: 8025 .. 10.32 4615. 2060. 2002. 1.6. 89
ROUTED TO l'..H10-RCA 8025. 11.00 4815. 2053. 1997. 16.89 49.72 11.00
HYDROGRAPrt AT RCA 54-10.QO 24. 10. 10. .11
2 COMBINED AT CO!<!BINE 8049. 11.00 4833. 2063 .. 2007 .. 17.00
1--fYDROGRAPH AT C1 531 .. 10.00 249. 102 .. 98. .87
ROUTED TO DETNHSLR 528. 10.00 249. 102. 98. .. 87 335.95 10.00
ROUTC:D TO Cl-C2 373 .. 10 .. 67 236. 99. 95 .. .87 241.02 10.67
HYDROGRAPH AT C2 1545. 10.25 761.. 311. 300. 2.72
2 COI·lB INED AT cor-rnrN~ 1830. 10.25 992 .. 411. 395. 3.59
ROUTED TO DETCi'..LA 1401. 11.00 748. 293. 282. 3.59 218.82 11.00
ROUTED TO C2-C3 1373. 11.17 745. 291. 281. 3.59 100.25 11. 17
hYDROGRAPH i'.T C3 4.~8-10.00 209. 85 .. 82. .32
2 COMBINED AT COM3INE 1560. 11. OB 976. 377. 3 63. 4.41
HYDROGRA.PH AT C4 667. 10.03 315. 129. 124. l. 24
2 COr·1BI~"""ED AT C0~1BI~'E 1836. 10.67 1153. 505 .. 487. 5.65
RO!JTED TO C3&-RCC 1375. 11.03 1153. 503. 135. 5.65 46.63 11.03
EYDR.OGRAPH .;;.T i' .. CC 13. U. GO 33. 14. 13. .15
2 CO~-GIN2D AT 1S:06. 11. 1] 3 1133. 517. .;:;3. 5.3Q
2 CO:-fBINED AT Cm•!3INE 9348. ll . 0 0 bOla. 2585. 2505. 22.80
Appendix 2
100-year, 24-hour HEC-1 Analysis for Rancho Carlsbad Mobile Home Park
Ultimate Development with Existing and Proposed Detention Basins
(File Name: rccbpr.hcl)
Prepared By:
Rick Engineering CornpGny -Water Resources Division
DCB:~1DL:emn!Report/J-13182.001
07/0 L98
(
RICK
El'JGINEERING
, COI\11PANY San Diego • i{iwrsidc
February 11, 2004
Mr. Glen Van Peski
GYP Consultants
3764 Cavern Place
Carlsbad, California 92008-6585
Orange • Phoenix • Tucson
Huter Rewurn'\ J)il'ision
SUBJECT: CHANGES TO OUTLET STRUCTURES AT PROPOSED
MELROSE AND FARADAY DETENTION BASINS
(RICK ENGINEERING COMPANY JOB NUMBER 13182-D)
Dear Mr. Van Peski:
Rick Engineering Company has completed revisions to the hydrologic analysis for the watershed
tributary to Agua Hedionda Creek within the Rancho Carlsbad Mobile Home Park in the City of
Carlsbad, California. These revisions resulted in changes to the geometry of the outlet structures
at the proposed Melrose and Faraday detention basins. This letter specifies the revised geometry
of each outlet structure.
Modifications to the HEC-1 hydrologic model included the following:
• Basin factors were reevaluated and changed appropriately based on the impact of new
environmental regulations and their restrictions on the ultimate development of the
watershed. Lag times were recalculated based on the modified basin factors.
e Manning's roughness coefficients in the stream routing were reevaluated and
modified in the HEC-1 where appropriate based on the impact of new environmental
regulations and their restrictions on the ultimate development in the watershed.
o The storage routing rating curve for the proposed Melrose detention basin was revised
based on the grading plans titled "Carlsbad Raceway" Project No. C.T. 98-10,
Drawing No. 409-1 A, Sheet 4 of 14, dated September 2002.
• The storage routing rating curve for the proposed Faraday detention basin was revised
based on the grading plans titled "Carlsbad ,Oaks North El Fuerte Street" Project No.
C.T. 97-13, Drawing No. XXX-XA, Sheet 3 of7, dated April2003, and grading plans
titled "Carlsbad Oaks North Faraday Avenue" Project No. C.T. 97-13, Drawing No.
XXX-XA, Sheets 9 and 10 of 19, dated March 2003.
Mr. Glen Van Peski
February 11, 2004
Page 2
The geometry of the Melrose outlet structure was specified on the above-mentioned plans as a
36" reinforced concrete pipe (RCP) placed within the existing 10'x7' reinforced concrete box
(RCB). The RCP would maintain the existing flowline elevation, and a concrete wall would be
constructed to block the void. The modified geometry consists of an orifice plate with a
rectangular opening of 5.6' wide by 4' tall in place of the 36" RCP. The existing flowline
elevation of 308 ft is maintained. This opening allows approximately 489 cfs out of the basin.
The ponded water surface elevation within the basin is 330.5 ft, which results in approximately
49.3 ac-ft of storage.
On the above-mentioned grading plans, the geometry of the Faraday outlet structure was
designated as a 6' by 7' RCB with a flowline elevation of 221.84 ft. The modified geometry
specifies a 4.3' wide by 5.7' tall RCB in place of the 6' by 7' RCB. The existing flowline
elevation of221.84 ft is maintained. This opening allows approximately 642 cfs out of the basin.
The ponded water surface elevation within the basin is 241.4 fl, which results in approximately
49.8 ac-ft of storage.
The hydraulics of the outlet structures are so sensitive that even the slightest change in the
dimensions results in significant fluctuations in storage volume. Ifthe structures are constructed
with standardized dimensions (whole or half foot increments) they will not function properly. If
the outlet is too large it under-utilizes the available storage and increases the flow rate
downstream. If it is too small the basin will store too much and exceed the 50 ac-ft maximum
volume limit per the regulations of the Division of Safety of Dams (DSOD).
Please forward this infonnation· to the appropriate consultants so the grading plans can be
modified to reflect the new outlet structure geometries.
ff you have any questions regarding this letter please contact me at (6l9) 291-0707.
Sincerely,
Dennis C. Bowling, M . ...___~
R.C.E.#32838,Exp.06/06
Principal
DCB:KH:jc.OOl