HomeMy WebLinkAboutCT 01-06; CALAVERA HILLS VILLAGE X; HYDROLOGY STUDY CALAVERA HILLS VILL X; 2002-09-130^
/C'^/r/^ HANSEN PAT£
Hy'O/eoijar^y sru^r /^xf cn^co-oz THAT ^cx^/e_5
V/UA6-E X
5^ acm&^T H4 hi
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 02/07/01
VILLAGE X T.M. HYDROLOGY STUDY
SYSTEM 100 & 200
JAN. 25, 2001 J.N. 98-1020
BY: CSO
********* Hydrology Study Control Information ************
O'Day Consultants, San Diego, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.600
24 hour precipitation(inches) = 4.300
Adjusted 6 hour precipitation (inches) = 2.600
P6/P24 = 60.5%
San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
Process from Point/Station 102.000 to Point/Station 104.000
**** 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
[SINGLE FAMILY area type ]
Initial subarea flow distance = 110.00(Ft.)
Highest elevation = 265.80(Ft.)
Lowest elevation = 262.10(Ft.)
Elevation difference = 3.70(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 6.93 min.
TC = [1 . 8* (1. 1-C) *distance" . 5) / (% slope'^ (1/3) ]
TC = [1.8*(1.1-0.5500)*(110.OC^.5)/( 3.36"(1/3) ]= 6.93
Rainfall intensity (I) = 5.550 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.550
Subarea runoff = 0.153(CFS)
Total initial stream area = 0.050(Ac.)
Process from Point/Station 104.000 to Point/Station 104.000
**** SUBAREA FLOW ADDITION ****
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
[SINGLE FAMILY area type ]
Time of concentration = 6.93 min.
Rainfall intensity = 5.550 (In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550
Subarea runoff = 0.153(CFS) for 0.050(Ac.)
Total runoff = 0.305(CFS) Total area = 0.10(Ac.)
Process from Point/Station 104.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
106.000
Upstream point/station elevation = 261.10(Ft.)
Downstream point/station elevation = 260.80(Ft.)
Pipe length = 30. 00 (Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.305 (CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.305(CFS)
Normal flow depth in pipe = 2.86(In.)
Flow top width inside pipe = 5.99(In.)
Critical Depth = 3.35(In.)
Pipe flow velocity = 3.31(Ft/s)
Travel time through pipe = 0.15 min.
Time of concentration (TC) = 7.08 rain.
Process from Point/Station 103.000
**** SUBAREA FLOW ADDITION ****
to Point/Station 106.000
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
[SINGLE FAMILY area type
Time of concentration =
Rainfall intensity = 5.
7.08 min.
.473(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C =
Subarea runoff = 0.181{CFS) for 0.060(Ac.)
Total runoff = 0.486(CFS) Total area = 0.16(Ac.)
0 . 550
Process from Point/Station 106.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
108.000
Upstream point/station elevation = 260.80(Ft.)
Downstream point/station elevation = 260.40(Ft.)
Pipe length = 43.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.486(CFS)
Nearest computed pipe diameter = 6,
Calculated individual pipe flow = 0,
Normal flow depth in pipe = 3, 91(In,)
00 (In . )
486(CFS)
Flow top width inside pipe = 5.71(In.)
Critical Depth = 4.26(In.)
Pipe flow velocity = 3.58(Ft/s)
Travel time through pipe = 0.20 min.
Time of concentration (TC) = 7.28 min.
Process from Point/Station 108.000 to Point/Station
**** CONFLUENCE OF MAIN STREAMS ****
108.000
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 0.160(Ac.)
Runoff from this stream = 0.486(CFS)
Time of concentration = 7.28 rain.
Rainfall intensity = 5.376(In/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station 202.000 to Point/Station
**** INITIAL AREA EVALUATION ****
204.000
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
[SINGLE FAMILY area type
Initial subarea flow distance =
Highest elevation = 272.70(Ft.)
Lowest elevation = 271.35(Ft.)
Elevation difference = 1.35(Ft.
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 11.50 min.
TC = [1.8*(l.l-C)*distance".5)/(% slope-(l/3)]
TC = [1. 8* (1 . 1-0.5500) * (135. OO'^ . 5) / ( 1.00^(1/3)]= 11.50
Rainfall intensity (I) = 4.002 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.550
Subarea runoff = 0.352(CFS)
Total initial stream area = 0.160(Ac.)
135.00(Ft.)
)
Process from Point/Station 204.000 to Point/Station
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
205.000
Top of street segment elevation = 271.350(Ft.)
End of street segment elevation = 264.950(Ft.)
Length of street segment = 350.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000{Ft.)
Distance from crown to crossfall grade break = 18.500(Ft,
Slope frora gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
0. 020
0.0150
0.0150
0.925(CFS)
2.195(Ft/s)
14.16 min.
Slope from curb to property line (v/hz) =
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break =
Manning's N from grade break to crown
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.202(Ft.), Average velocity =
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 3.288(Ft.)
Flow velocity = 2.19(Ft/s)
Travel time = 2.66 min. TC =
Adding area flow to street
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[SINGLE FAMILY area type
Rainfall intensity = 3.500 (In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550
Subarea runoff = 1.001(CFS) for 0.520(Ac.)
Total runoff = 1.353(CFS) Total area = 0.68(Ac.)
Street flow at end of street = 1.353(CFS)
Half street flow at end of street = 0.677(CFS)
Depth of flow = 0.226(Ft.), Average velocity = 2.253(Ft/s)
Flow width (from curb towards crown)= 4.448(Ft.)
]
Process from Point/Station
**** SUBAREA FLOW ADDITION
206.000 to Point/Station 206.000
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
[SINGLE FAMILY area type ]
Time of concentration = 14.16 min.
Rainfall intensity = 3.500(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C
Subarea runoff = 1.675(CFS) for 0.870(Ac.)
Total runoff = 3.028(CFS) Total area = 1.55(Ac
0 . 550
Process from Point/Station 206.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
108.000
Upstream point/station elevation = 263.00(Ft.)
Downstream point/station elevation = 260.40(Ft.)
Pipe length = 80.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow =
Nearest computed pipe diameter = 9
Calculated individual pipe flow = 3
Normal flow depth in pipe = 6.43(In.)
Flow top width inside pipe = 8.13(In.
Critical depth could not be calculated.
3.028(CFS)
00(In.)
028(CFS)
Pipe flow velocity = 8.97(Ft/s)
Travel time through pipe = 0.15 min.
Time of concentration (TC) = 14.31 min.
Process from Point/Station 108.000 to Point/Station
**** CONFLUENCE OF MAIN STREAMS ****
108.000
The following data inside Main Streara is listed:
In Main Stream number: 2
Stream flow area = 1.550(Ac.)
Runoff from this stream = 3.028(CFS)
Time of concentration = 14.31 min.
Rainfall intensity = 3.477(In/Hr)
Summary of stream data:
St ream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Qmax(l) =
Qmax (2)
0.486
3.028
000
000
0.647 *
1.000 *
7 . 28
14 .31
1.000 *
0 . 509 *
1.000 *
1.000 *
0.486)
3.028)
5.376
3. 477
-t-
+ =
0.486) +
3.028) +
2 . 027
3 . 342
Total of 2 main streams to confluence:
Flow rates before confluence point:
0.486 3.028
Maximum flow rates at confluence using above data:
2.027 3.342
Area of streams before confluence:
0.160 1.550
Results of confluence:
Total flow rate = 3.342(CFS)
Time of concentration = 14.309 rain.
Effective stream area after confluence = 1.710(Ac.)
Process from Point/Station 108.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
110.000
Upstream point/station elevation = 260.40(Ft.)
Downstream point/station elevation = 217.10(Ft.)
Pipe length = 590.00(Ft.) Manning's N = 0,011
No. of pipes = 1 Required pipe flow = 3.342(CFS)
Nearest coraputed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 3. 342(CFS)
Normal flow depth in pipe = 5.19(In.)
Flow top width inside pipe = 8.89{In.)
Critical depth could not be calculated.
Pipe flow velocity = 12.68(Ft/s)
Travel time through pipe = 0.78 min.
Time of concentration (TC) = 15.08 rain.
Process from Point/Station 110.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
112.000
Upstream point/station elevation = 217.10(Ft.)
Downstream point/station elevation = 215.40(Ft.)
Pipe length = 75.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 3.342(CFS)
Nearest computed pipe diameter = 12.00 (In.)
Calculated individual pipe flow = 3.342(CFS)
Normal flow depth in pipe = 6. 19 (In.)
Flow top width inside pipe = 11. 99 (In.)
Critical Depth = 9.38(In.)
Pipe flow velocity = 8.18(Ft/s)
Travel time through pipe = 0.15 min.
Time of concentration (TC) = 15.24 min.
Process from Point/Station 108.000 to Point/Station
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
112.000
Top of street segment elevation = 262.200(Ft.)
End of street segment elevation = 217.300(Ft.)
Length of street segment = 590.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000 (Ft.)
Distance from crown to crossfall grade break = 18.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000 (Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0130
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 raidpoint of street =
Depth of flow = 0.252(Ft.), Average velocity =
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 5.753(Ft.)
Flow velocity = 4.92(Ft/s)
Travel time = 2.00 min. TC = 17.24 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
[SINGLE FAMILY area type ]
Rainfall intensity = 3.083(In/Hr) for a 100.0 year storm
4.261(CFS)
4.915(Ft/s)
2.65(Ac.)
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550
Subarea runoff = 1.594(CFS) for 0.940(Ac.)
Total runoff = 4.936(CFS) Total area =
Street flow at end of street = 4.936(CFS)
Half street flow at end of street = 2.468(CFS)
Depth of flow = 0.261(Ft.), Average velocity = 5.050(Ft/s)
Flow width (from curb towards crown)= 6.215(Ft.)
Process from Point/Station
**** SUBAREA FLOW ADDITION ****
112.000 to Point/Station 112.000
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
[SINGLE FAMILY area type ]
Time of concentration = 17.24 min.
Rainfall intensity = 3.083(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550
Subarea runoff = 3.069(CFS) for 1.810(Ac.)
Total runoff = 8.006(CFS) Total area = 4.46(Ac.)
Process from Point/Station
**** SUBAREA FLOW ADDITION
112.000 to Point/Station 112 . 000
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
[SINGLE FAMILY area type ]
Time of concentration = 17.24 min.
Rainfall intensity = 3.0B3(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550
Subarea runoff = 2.645(CFS) for l,560(Ac.)
Total runoff = 10.651(CFS) Total area = 6.02(Ac.)
Process frora Point/Station 112.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
114.000
Upstream point/station elevation = 215.40(Ft.)
Downstream point/station elevation = 214.45(Ft.)
Pipe length = 95.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 10. 651 (CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 10.651(CFS)
Norraal flow depth in pipe = 12.84(In.)
Flow top width inside pipe = 16,28(In.)
Critical Depth = 15,03(In,)
Pipe flow velocity = 7.90(Ft/s)
Travel time through pipe = 0.20 min.
Time of concentration (TC) = 17.44 min.
Process from Point/Station 114.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
116.000
Upstreara point/station elevation = 214.45(Ft.)
Downstream point/station elevation = 175.00(Ft.)
Pipe length = 90.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 10.651(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 10.651(CFS)
Normal flow depth in pipe = 6.22(In.)
Flow top width inside pipe = 8.32(In.)
Critical depth could not be calculated.
Pipe flow velocity = 32.71(Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 17.48 min.
End of computations, total study area = 6.02 (Ac.)
5^ e^i^rr H 4 M
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology raanual
Rational Hydrology Study Date: 02/06/01
VILLAGE X T.M. HYDROLOGY STUDY
SYSTEM 4 00
JAN. 25, 2001 J.N. 98-1020
BY: CSO FILE: VLX400
Hydrology Study Control Information ***-*-*** + *-^
O'Day Consultants, San Diego, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.600
24 hour precipitation(inches) = 4.300
Adjusted 6 hour precipitation (inches) = 2.600
P6/P24 = 60.5%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
Process from Point/Station 402.000 to Point/Station 404.000
**** 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
[SINGLE FAMILY area type ]
Initial subarea flow distance = 100.00(Ft.)
Highest elevation = 272.70(Ft.)
Lowest elevation = 271.70(Ft.)
Elevation difference = 1.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 9.90 min.
TC = [1.8*(l.l-C)*distance'^.5)/(% slope'^ (1/3) ]
TC = [1. 8* (1. 1-0. 5500) * (100, OO'-.S) / ( 1.00^(1/3)]= 9.90
Rainfall intensity (I) = 4.409 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.550
Subarea runoff = 0.461(CFS)
Total initial stream area = 0.190(Ac.)
Process from Point/Station 404.000 to Point/Station 406.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 271.350(Ft.)
End of street segment elevation = 257.600(Ft.)
Length of street segment = 275.000(Ft.)
Height of curb above gutter flowline = 6.0 (In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500(Ft.)
Slope frora gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike frora flowline = 2.000(In.)
Manning's N in gutter = 0.0130
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 = 0.934(CFS)
Depth of flow = 0.155(Ft.), Average velocity = 4.316(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 1.500(Ft.)
Flow velocity = 4.32(Ft/s)
Travel time = 1.06 min. TC = 10.96 min.
Adding area flow to street
Deciraal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Deciraal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[SINGLE FAMILY area type ]
Rainfall intensity = 4.129(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method, Q=KCIA, C = 0.550
Subarea runoff = 0.886(CFS) for 0.390(Ac.)
Total runoff = 1.346(CFS) Total area = 0.58(Ac.)
Street flow at end of street = 1.346(CFS)
Half street flow at end of street = 0.673(CFS)
Depth of flow = 0.194(Ft.), Average velocity = 3,666(Ft/s)
Flow width (from curb towards crown)= 2.849(Ft.)
- + Process from Point/Station 406.000 to Point/Station 406.000
**** SUBAREA FLOW ADDITION ****
Decimal fraction soil group A = 0.000
Deciraal fraction soil group B = 0.000
Deciraal fraction soil group C = 0.000
Deciraal fraction soil group D = 1.000
[SINGLE FAMILY area type ]
Time of concentration = 10.96 rain.
Rainfall intensity = 4.129(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method, Q=KCIA, C = 0.550
Subarea runoff = 2.816(CFS) for l,240(Ac.)
Total runoff = 4.162(CFS) Total area = 1.82(Ac.)
Process from Point/Station 406,000 to Point/Station 406.000
**** SUBAREA FLOW ADDITION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Deciraal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[SINGLE FAMILY area type ]
Time of concentration = 10.96 min.
Rainfall intensity = 4.129(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.550
Subarea runoff = 0.659(CFS) for 0.290(Ac.)
Total runoff = 4.821(CFS) Total area = 2.11(Ac.)
End of computations, total study area = 2.11 (Ac.)
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 03/16/01
VILLAGE X T.M. HYDROLOGY STUDY
SYSTEM 500, 600, 700, & 900
MARCH 16, 2001 J.N. 98-1020
BY: CSO FILE: VLX500
Hydrology Study Control Information ***-*-*-»r***-*
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.600
24 hour precipitation(inches) = 4.300
Adjusted 6 hour precipitation (inches) = 2.600
P6/P24 = 60.5%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
Process from Point/Station 502,000 to Point/Station 504.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Deciraal fraction soil group C = 0.000
Decimal fraction soil group D = 1,000
[SINGLE FAMILY area type ]
Initial subarea flow distance = 110.00(Ft.)
Highest elevation = 221,50(Ft,)
Lowest elevation = 212.00(Ft,)
Elevation difference = 9.50(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 5.06 rain.
TC = [1. 8* (1 . 1-C) *distance'" . 5) / (% slope"(l/3)]
TC = [1. 8* (1 . 1-0 .5500) * (110.00'^. 5) / ( 8.64^(1/3)]= 5.06
Rainfall intensity (I) = 6.797 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.550
Subarea runoff = 0.299(CFS)
Total initial stream area = 0.080(Ac.)
Process from Point/Station 504.000 to Point/Station 506.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
6.0(In.)
20.000(Ft.)
break = 18.500(Ft.)
2.000(In.)
, 0130
grade break =
Top of street segraent elevation = 212.000(Ft.)
End of street segraent elevation = 209.600(Ft.)
Length of street segment = 235.000(Ft.)
Height of curb above gutter flowline
Width of half street (curb to crown)
Distance from crown to crossfall grade
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline =
Manning's N in gutter = 0
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.145(Ft.), Average velocity =
Streetflow hydraulics at raidpoint of street travel
Halfstreet flow width = 1.500(Ft.)
Flow velocity = 1.87(Ft/s)
Travel time = 2.10 rain.
Adding area flow to street
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[SINGLE FAMILY area type
Rainfall intensity = 5
Runoff coefficient used for
Subarea runoff = 1.136(CFS)
Total runoff = 1.435(CFS)
Street flow
Half street
0.356(CFS)
1.869(Ft/s)
TC =
= 0.000
= 0.000
= 0.000
= 1.000
7.16 min.
436(In/Hr) for a 100.0 year storm
sub-area. Rational method,Q=KCIA, C = 0.550
for 0.380(Ac.)
Total area = 0.46(Ac.)
at end of street = 1.435(CFS)
flow at end of street = 0.718(CFS)
Depth of flow = 0.247(Ft.), Average velocity = 1.774(Ft/s)
Flow width (from curb towards crown)= 5.495(Ft.)
Process from Point/Station
**** SUBAREA FLOW ADDITION
506.000 to Point/Station 506.000
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
[SINGLE FAMILY area type ]
Time of concentration = 7.16 min.
Rainfall intensity = 5.436(In/Hr) for a 100.0 year storra
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.550
Subarea runoff = 1.794(CFS) for 0.600(Ac.)
Total runoff = 3.229(CFS) Total area = 1.06(Ac.)
4- + + + J
Process from Point/Station 506.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
508 . 000
Upstream point/station elevation = 200.60(Ft.)
Downstream point/station elevation = 199.50(Ft.)
Pipe length = 45.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 3.229(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 3.229(CFS)
Normal flow depth in pipe = 5.93(In.)
Flow top width inside pipe = 12.00(In.)
Critical Depth = 9.23(In.)
Pipe flow velocity = 8.34(Ft/s)
Travel time through pipe = 0.09 rain.
Time of concentration (TC) = 7.25 min.
Process from Point/Station 508.000 to Point/Station 508.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream nuraber: 1
Stream flow area = 1.060(Ac.)
Runoff from this stream = 3.229(CFS)
Time of concentration = 7.25 min.
Rainfall intensity = 5.392(In/Hr)
Program is now starting with Main Streara No. 2
Process from Point/Station 602.000 to Point/Station 604.000
**** 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
[SINGLE FAMILY area type ]
Initial subarea flow distance = 100.00(Ft.)
Highest elevation = 239.70(Ft.)
Lowest elevation = 238.20(Ft.)
Elevation difference = 1.50(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 8.65 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)]
TC = [1. 8* (1 . 1-0. 5500) * (100 . 00'^ . 5) / ( 1. 50'^ (1/3 ) ] = 8.65
Rainfall intensity (I) = 4.811 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.550
Subarea runoff = 0.476(CFS)
Total initial stream area = 0.180(Ac.)
Process frora Point/Station 604.000 to Point/Station 606.000
••*** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 238.200(Ft.
End of street segment elevation = 211.200(Ft.
775.000(Ft.
flowline =
)
6.0(In.)
Length of street segment =
Height of curb above gutter
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500(Ft
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.223(Ft.), Average velocity =
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 4.337(Ft.)
Flow velocity = 3.10(Ft/s)
Travel time = 4.17 min
1.799(CFS)
095(Ft/s)
Adding area flow to street
Deciraal fraction soil group A
Deciraal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[SINGLE FAMILY area type
Rainfall intensity = 3
TC =
= 0.000
= 0.000
= 0.000
= 1.000
12.82 min.
732(In/Hr) for a 100.0 year storm
used for sub-area, Rational method,Q=KCIA, C
2.053(CFS) for 1.000(Ac.)
2.529(CFS) Total area =
of street = 2.529(CFS)
1.264(CFS)
1.18(Ac.)
Runoff coefficient
Subarea runoff =
Total runoff =
Street flow at end
Half street flow at end of street
0.244(Ft.), Average velocity = 3.251(Ft/s)
= 0.550
Depth of flow =
Flow width (from curb towards crown)^ 5.352(Ft.)
Process from Point/Station
**** SUBAREA FLOW ADDITION
606.000 to Point/Station 606.000
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
[SINGLE FAMILY area type
Time of concentration = 12.82 min.
Rainfall intensity = 3.732(In/Hr)
Runoff coefficient used for sub-area,
Subarea runoff = 4. 516(CFS) for
for a 100.0 year storm
Rational method, Q=KCIA, C
2.200(Ac.)
0 . 550
Total runoff 7.044(CFS) Total area 3.38(Ac.)
Process from Point/Station 606.000 to Point/Station
**** SUBAREA FLOW ADDITION ****
606.000
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
[SINGLE FAMILY area type ]
Time of concentration = 12.82 min.
Rainfall intensity = 3.732(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method, Q=KCIA, C = 0.550
Subarea runoff = 2.525(CFS) for 1.230(Ac.)
Total runoff = 9.569(CFS) Total area = 4 . 61(Ac.)
Process from Point/Station 606.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 201.20(Ft.)
Downstream point/station elevation = 199.50(Ft.)
Pipe length = 85.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 9.569 (CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 9. 569(CFS)
Normal flow depth in pipe = 10.99(In.)
Flow top width inside pipe = 13.27(In.)
Critical Depth = 14.07(In.)
Pipe flow velocity = 9.94(Ft/s)
Travel time through pipe = 0.14 min.
Time of concentration (TC) = 12.96 min.
508.000
Process from Point/Station 508.000 to Point/Station
**** CONFLUENCE OF MAIN STREAMS ****
508.000
The following data inside Main Stream is listed:
In Main Stream number: 2
Streara flow area = 4.610(Ac.)
Runoff from this stream = 9.569(CFS)
Time of concentration = 12.96 min.
Rainfall intensity = 3.705(In/Hr)
Summary of stream data:
Stream
No .
Flow rate
(CFS )
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Qmax(1)
3 .
9.
1 .
1 .
Qmax(2) =
229
569
000
000
0 . 687
1 . 000
7 . 25
12 , 96
1 . 000
0. 559
1 . 000
1. 000
5 . 392
3,705
3.229) +
9.569) +
3.229) +
9.569) +
8 . 578
11.788
Total of 2 main streams to confluence:
Flow rates before confluence point:
3.229 9.569
Maximura flow rates at confluence using above data:
8.578 11.788
Area of strearas before confluence:
1.060 4.610
Results of confluence:
Total flow rate = 11.788(CFS)
Tirae of concentration = 12.964 rain.
Effective stream area after confluence = 5.670(Ac.)
Process from Point/Station 508.000 to Point/Station 510.000
PIPEFLOW TFLAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 199.50(Ft.)
Downstream point/station elevation = 198.95(Ft.)
Pipe length = 225.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 11.788(CFS)
Nearest computed pipe diameter = 24.00 (In.)
Calculated individual pipe flow = 11.788(CFS)
Normal flow depth in pipe = 17.67(In.)
Flow top width inside pipe = 21.15{In.)
Critical Depth = 14.79(In.)
Pipe flow velocity = 4.76(Ft/s)
Travel time through pipe = 0.7 9 min.
Time of concentration (TC) = 13.75 min.
Process frora Point/Station 510.000 to Point/Station 510.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Streara flow area = 5.670(Ac.)
Runoff from this streara = 11.788(CFS)
Time of concentration = 13.75 min.
Rainfall intensity = 3.567(In/Hr)
Process from Point/Station 702.000 to Point/Station 704.000
**** 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
[SINGLE FAMILY area type ]
Initial subarea flow distance = 100.00(Ft.)
Highest elevation = 228.30(Ft.)
Lowest elevation = 223.30(Ft.)
Elevation difference = 5.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 5.79 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3))
TC = [1. 8* (1. 1-0.5500) * (100. 00" . 5) / ( 5 . 00'^ (1/3) ] = 5.79
Rainfall intensity (I) = 6.232 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.550
Subarea runoff = 0.651(CFS)
Total initial streara area = 0.190(Ac.)
Process from Point/Station 704.000 to Point/Station 706.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 211. 300(Ft.)
End of street segment elevation = 206.700(Ft.)
Length of street segment = 200.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance frora crown to crossfall grade break = 18.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000{In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated raean flow rate at midpoint of street = 1.080(CFS)
Depth of flow = 0.205(Ft.), Average velocity = 2.461(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 3.418(Ft.)
Flow velocity = 2.46(Ft/s)
Travel time = 1.35 min. TC = 7.14 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
[SINGLE FAMILY area type ]
Rainfall intensity = 5.442(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method, Q=KCIA, C = 0.550
Subarea runoff = 0.748(CFS) for 0.250(Ac,)
Total runoff = 1.400 (CFS) Total area = 0.44 (Ac)
Street flow at end of street = 1.400(CFS)
Half street flow at end of street = 0.700(CFS)
Depth of flow = 0.221(Ft.), Average velocity = 2.503(Ft/s)
Flow width (from curb towards crown)= 4.208(Ft.)
Process from Point/Station 706.000 to Point/Station 706,000
**** SUBAREA FLOW ADDITION ****
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
[SINGLE FAMILY area type ]
Time of concentration = 7.14 min.
Rainfall intensity = 5.442 (In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C =
Subarea runoff = 3.233(CFS) for 1.080(Ac.)
Total runoff = 4. 632(CFS) Total area = 1.52(Ac.)
0 . 550
Process from Point/Station 706.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (Program estiraated size) ****
510.000
Upstream point/station elevation = 199.76(Ft.)
Downstream point/station elevation = 198.95(Ft.)
Pipe length = 40.63(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 4.632(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 4.632(CFS)
Normal flow depth in pipe = 7.97(In.)
Flow top width inside pipe = 11.34(In.)
Critical Depth = 10.74(In.)
Pipe flow velocity = 8.37(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 7.22 min.
Process from Point/Station 510.000 to Point/Station
**** CONFLUENCE OF MINOR STREAMS ****
510.000
Along Main Stream number: 1 in normal stream number 2
Streara flow area = 1.520(Ac.)
Runoff frora this stream = 4.632(CFS)
Time of concentration = 7.22 min.
Rainfall intensity = 5.403(In/Hr)
Summary of stream data:
Stream
No .
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Qmax(1)
Qmax(2)
11. 788
4 . 632
1. 000
0. 660
1 . 000
1 , 000
13.75
7 . 22
1 . 000
1 . 000
0 . 525
1 . 000
3.567
5. 403
11.788) 4-
4.632) 4-
11.788) +
4.632) +
14,846
10,825
Total of 2 streams to confluence:
Flow rates before confluence point:
11.788 4,632
Maximum flow rates at confluence using above data:
14.846 10.825
Area of streams before confluence:
5.670 1.520
Results of confluence:
Total flow rate = 14.846(CFS)
Time of concentration = 13.752 min.
Effective stream area after confluence = 7.190(Ac.)
Process from Point/Station 510.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
512.000
Upstream point/station elevation = 198.95(Ft.)
Downstream point/station elevation = 187.75(Ft.)
Pipe length = 280.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 14.846(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 14.846(CFS)
Normal flow depth in pipe = 11. 93 (In.)
Flow top width inside pipe = 12.10(In.)
Critical depth could not be calculated.
Pipe flow velocity = 14. 18(Ft/s)
Travel time through pipe = 0.33 min.
Time of concentration (TC) = 14.08 min.
+ 4-
Process from Point/Station 512.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 187.75(Ft.)
Downstream point/station elevation = 187.45(Ft.)
Pipe length = 30.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 14.846(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 14.846 (CFS)
Normal flow depth in pipe = 14.11 (In.)
Flow top width inside pipe = 19.72(In.)
Critical Depth = 17.14(In.)
Pipe flow velocity = 8.63(Ft/s)
Travel time through pipe = 0.06 rain.
Time of concentration (TC) = 14.14 min.
514.000
Process from Point/Station 506.000 to Point/Station
**** STREET FLOW TRAVEL TIME 4- SUBAREA FLOW ADDITION ****
511.000
209.500(Ft.)
206.800(Ft.)
280.000(Ft.)
Top of street segment elevation
End of street segment elevation =
Length of street segment = 280.uvju\ri
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft,)
stance from crown to crossfall grade break = 18,500(Ft
)pe from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz]
Dis uii.cdncjfc; 11 um cjiuwn LO crussidii graue Ore
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutt er hike frcm flowline = 2.000 (In.)
Manning's N in gutter = 0.0130
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 raidpoint of street = 15.393(CFS)
Depth of flow = 0.453{Ft.), Average velocity = 2.962(Ft/s)
Streetflow hydraulics at raidpoint of street travel:
Halfstreet flow width = 15.799(Ft.)
Flow velocity = 2.96(Ft/s)
Travel time = 1.58 min. TC = 15.71 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
[SINGLE FAMILY area type ]
Rainfall intensity = 3.273(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550
Subarea runoff = 0.954(CFS) for 0.530(Ac.)
Total runoff = 15.800(CFS) Total area = 7.72(Ac.)
Street flow at end of street = 15.800(CFS)
Half street flow at end of street = 7.900(CFS)
Depth of flow = 0.456(Ft.), Average velocity = 2. 980(Ft/s)
Flow width (from curb towards crown)= 15.963(Ft.)
Process frora Point/Station 511.000 to Point/Station 514.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 206.800(Ft.)
End of street segment elevation = 196.500(Ft.)
Length of street segment = 300.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10. 000 (Ft.)
Siope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estiraated mean flow rate at midpoint of street = 16.230 (CFS)
Depth of flow = 0.389(Ft.), Average velocity = 4.799(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.603(Ft.)
Flow velocity = 4.80(Ft/s)
Travel time = 1.04 min. TC = 16.76 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
[SINGLE FAMILY area type ]
Rainfall intensity = 3.140(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method, Q=KCIA, C = 0.550
Subarea runoff = 0.725(CFS) for 0.420(Ac.)
Total runoff = 16.525(CFS) Total area = 8.14(Ac.)
Street flow at end of street = 16. 525 (CFS)
Half street flow at end of street = 8.263(CFS)
Depth of flow = 0.391(Ft.), Average velocity = 4.820(Ft/s)
Flow width (frora curb towards crown)= 12.696(Ft.)
Process from Point/Station
**** SUBAREA FLOW ADDITION
514.000 to Point/Station 514 . 000
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
[SINGLE FAMILY area type ]
Time of concentration = 16.76 min.
Rainfall intensity = 3.140(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method, Q=KCIA, C =
Subarea runoff = 5.060(CFS) for 2.930(Ac.)
Total runoff = 21.586(CFS) Total area = 11.07(Ac.)
0.550
Process from Point/Station 514.000 to Point/Station 516.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 187. 45(Ft.)
Downstream point/station elevation = 185.00(Ft.)
Pipe length = 122.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 21.586(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 21. 586(CFS)
Normal flow depth in pipe = 14. 39(In.)
Flow top width inside pipe = 19.51(In.)
Critical Depth = 19.57(In.)
Pipe flow velocity = 12.30(Ft/s)
Travel time through pipe = 0.17 min.
Time of concentration (TC) = 16.92 min.
Process from Point/Station
**** CONFLUENCE OF MAIN STREAMS
516.000 to Point/Station
+ • +
516.000
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 11.070(Ac.)
Runoff from this stream = 21.586(CFS)
Time of concentration = 16,92 min.
Rainfall intensity = 3,120(In/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station
**** INITIAL AREA EVALUATION
902.000 to Point/Station 904.000
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
[SINGLE FAMILY area type ]
Initial subarea flow distance = 80.00(Ft.)
Highest elevation = 270.30(Ft.)
Lowest elevation = 269.40(Ft.)
Elevation difference = 0.90(Ft.)
Tirae of concentration calculated by the urban
areas overland flow method (App X-C) = 8.51 min.
TC = [1. 8* (1.1-C) *distance" . 5) / (% slope'^ (1/3) ]
TC = [1. 8* (1.1-0.5500) * ( 80.00'^.5)/( 1.13'^ (1/3) ] = 8.51
Rainfall intensity (I) = 4.860 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.550
Subarea runoff = 0.347(CFS)
Total initial streara area = 0.130(Ac.)
Process from Point/Station 904.000 to Point/Station
**** STREET FLOW TRAVEL TIME 4- SUBAREA FLOW ADDITION ****
906.000
Top of street segment elevation = 269.400(Ft.)
End of street segment elevation = 242.800(Ft.)
Length of street segment = 240.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0130
Manning's N frora gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estiraated mean flow rate at midpoint of street =
Depth of flow = 0.142(Ft.), Average velocity =
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 1.500(Ft.)
Flow velocity = 6.05(Ft/s)
Travel t ime — 0.66min. TC= 9.17 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
[SINGLE FAMILY area type ]
,500(Ft.)
1.096(CFS)
6.055(Ft/s)
Rainfall intensity = 4.631(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method, Q=KCIA, C = 0.550
Subarea runoff = 1.426(CFS) for 0.560(Ac.)
Total runoff = 1.774 (CFS) Total area = 0.69(Ac.)
Street flow at end of street = 1.774(CFS)
Half street flow at end of street = 0.887(CFS)
Depth of flow = 0.183(Ft.), Average velocity = 5.678(Ft/s)
Flow width (from curb towards crown)= 2.317(Ft.)
Process from Point/Station
**** SUBAREA FLOW ADDITION
906.000 to Point/Station 906.000
Deciraal 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
[SINGLE FAMILY area type ]
Tirae of concentration = 9.17 min.
Rainfall intensity = 4.631(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550
Subarea runoff = 0.891(CFS) for 0.350(Ac.)
Total runoff = 2.665(CFS) Total area = 1.04(Ac.)
Process from Point/Station 906.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (Program estiraated size) ****
Upstream point/station elevation =
Downstreara point/station elevation =
Pipe length = 350.00(Ft.) Manning's
No. of pipes = 1 Required pipe flow =
Nearest computed pipe diaraeter =
Calculated individual pipe flow
Normal flow depth in pipe = 4.39(In.)
Flow top width inside pipe = 9.00(In.
Critical Depth = 8.44(In,)
Pipe flow velocity = 12.47(Ft/s)
Travel time through pipe = 0.47 min.
Time of concentration (TC) = 9.64 rain
910.000
236.40(Ft.)
208.00(Ft.)
N = 0.011
2.665(CFS)
00(In.)
665(CFS)
9.
2.
)
Process from Point/Station 906.000 to Point/Station
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
910.000
Top of street segment elevation = 242.800(Ft.)
End of street segment elevation = 215.500(Ft.)
Length of street segment = 350.000(Ft.)
Height of curb above gutter flowline = 6.0 (In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
10.000(Ft.
0.020
0. 0150
0.0150
3.255(CFS)
4.750(Ft/s)
Distance from curb to property line =
Slope from curb to property line (v/hz) =
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0130
Manning's N frora gutter to grade break =
Manning's N from grade break to crown =
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.235(Ft.), Average velocity =
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 4.900(Ft.)
Flow velocity = 4.75(Ft/s)
Travel time = 1.23 min. TC = 10.87 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
[SINGLE FAMILY area type ]
Rainfall intensity = 4.151(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method, Q=KCIA, C = 0.550
Subarea runoff = 1.050(CFS) for 0.460(Ac.)
Total runoff = 3.716(CFS) Total area =
Street flow at end of street = 3.716(CFS)
Half street flow at end of street = 1.858 (CFS)
Depth of flow = 0.243(Ft.), Average velocity = 4
Flow width (from curb towards crown)= 5.297(Ft.)
1 . 50(Ac.)
850(Ft/s)
Process from Point/Station 910.000 to Point/Station
**** SUBAREA FLOW ADDITION ****
910.000
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
[SINGLE FAMILY area type ]
Time of concentration = 10,87 rain.
Rainfall intensity = 4.151(In/Hr) for a
Runoff coefficient used for sub-area. Rational
Subarea runoff = 3.927(CFS) for 1.720(Ac.)
Total runoff = 7.643(CFS) Total area =
100.0 year storra
method, Q=KCIA, C = 0.550
3 . 22(Ac.
+ 44-4-4-4- + -
Process from Point/Station 910.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (Prograra estiraafed size) ****
912 . 000
Upstream point/station elevation = 208.00(Ft.)
Downstream point/station elevation 204. 00 (Ft.)
Pipe length = 85.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 7.643(CFS)
Nearest computed pipe diameter = 12.00 (In.)
Calculated individual pipe flow = 7.643(CFS)
Normal flow depth in pipe = 8.39(In.)
Flow top width inside pipe = 11.01(In.)
Critical depth could not be calculated.
Pipe flow velocity = 13.02(Ft/s)
Travel time through pipe = 0.11 rain.
Tirae of concentration (TC) = 10.98 min.
Process from Point/Station 912.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
516.000
Upstream point/station elevation = 204.00(Ft.)
Downstream point/station elevation = 185.00(Ft.)
Pipe length = 220.00(Ft.) Manning's N= 0.011
No. of pipes = 1 Required pipe flow = 7. 643(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 7.643(CFS)
Normal flow depth in pipe = 6.82(In.)
Flow top width inside pipe = 11.89(In.)
Critical depth could not be calculated.
Pipe flow velocity = 16.58(Ft/s)
Travel time through pipe = 0.22 rain.
Tirae of concentration (TC) = 11.20 min.
Process from Point/Station 516.000 to Point/Station
**** CONFLUENCE OF MAIN STREAMS ****
516.000
The following data inside Main Stream is listed:
In Main Stream nuraber: 2
Stream flow area = 3.220(Ac.)
Runoff from this streara = 7. 643(CFS)
Time of concentration = 11.20 min.
Rainfall intensity = 4.072 (In/Hr)
Suitunary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Qmax(1)
Qmax(2)
21.586
7.643
1.000 *
0.766 *
1.000 *
1.000 *
16. 92
11.20
1.000 *
1.000 *
0.662 *
1.000 *
3. 120
4 . 072
21.586) +
7.643) +
21.586) +
7.643) +
27 .442
21.930
Total of 2 raain streams to confluence:
Flow rates before confluence point:
21,586 7.643
Maximum flow rates at confluence using above data;
27,442 21.930
Area of streams before confluence:
11.070 3,220
Results of confluence:
Total flow rate = 27.442(CFS)
Time of concentration = 16.922 rain.
Effective stream area after confluence 14.290(Ac.)
Process from Point/Station 516.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
518.000
Upstream point/station elevation = lB5.00(Ft.)
Downstream point/station elevation = 178.40(Ft.)
Pipe length = 90.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 27.442(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 27.442(CFS)
Norraal flow depth in pipe = 12.36(In.)
Flow top width inside pipe = 16.70(In.)
Critical depth could not be calculated.
Pipe flow velocity = 21.21(Ft/s)
Travel time through pipe = 0.07 min.
Tirae of concentration (TC) = 16.99 min.
Process from Point/Station 911.000 to Point/Station
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 913.000
Top of street segment elevation = 214.900(Ft.)
End of street segment elevation = 211.300(Ft.)
Length of street segraent = 95.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance frora curb to property line = 10.000(Ft.)
Slope frora curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline =
Manning's N in gutter = 0
Manning's N frora gutter to
2.000(In. )
0130
grade break 0.0150
Manning's N from grade break to crown = 0.0150
Estimated raean flow rate at midpoint of street =
Depth of flow = 0.442(Ft.), Average velocity =
Streetflow hydraulics at raidpoint of street travel:
Halfstreet flow width = 15.283(Ft.)
Flow velocity = 5.65(Ft/s)
Travel tirae = 0.28 rain. TC = 17,27
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
[SINGLE FAMILY area type
27.557(CFS)
5.651(Ft/s)
min.
Rainfall intensity = 3.079(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C =
Subarea runoff = 0.203(CFS) for 0.120(Ac.)
Total runoff = 27.645(CFS) Total area = 14.41(Ac.)
Street flow at end of street = 27.645(CFS)
Half street flow at end of street = 13.823(CFS)
Depth of flow = 0.443(Ft.), Average velocity = 5.655(Ft/s)
Flow width (frora curb towards crown)= 15.303(Ft.)
0 . 550
Process from Point/Station 913.000 to Point/Station
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
518.000
Top of street segment elevation = 211.300{Ft.)
End of street segment elevation = 191.100(Ft.)
Length of street segment = 310.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance frora crown to crossfall grade break = 18.500(Ft.
Slope frora gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance frora 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 = 2.000(In.)
Manning's N in gutter = 0.0130
Manning's N frora gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.413(Ft.), Average velocity =
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.815(Ft.)
Flow velocity = 6.98(Ft/s)
Travel time = 0.74 min. TC = 18.01 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
[SINGLE FAMILY area type ]
Rainfall intensity = 2.997(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C
Subarea runoff = 0.709(CFS) for 0.430(Ac.)
Total runoff = 28,354(CFS) Total area =
Street flow at end of street = 28.354(CFS)
Half street flow at end of street = 14.177(CFS)
Depth of flow = 0.414(Ft.), Average velocity = 6.994(Ft/s
Flow width (from curb towards crown)= 13. 873(Ft.)
28.058(CFS)
6. 976(Ft/s)
0 . 550
14.84(Ac.)
Process from Point/Station 518.000 to Point/Station
**** SUBAREA FLOW ADDITION ****
518.000
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
[SINGLE FAMILY area type ]
Time of concentration = 18.01 rain.
Rainfall intensity = 2.997(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550
Subarea runoff = 1.236(CFS) for 0.750(Ac.)
Total runoff = 29.591(CFS) Total area = 15.59(Ac.)
Process from Point/Station 518.000 to Point/Station
**** SUBAREA FLOW ADDITION ****
518 . 000
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
[SINGLE FAMILY area type ]
Time of concentration = 18.01 min.
Rainfall intensity = 2.997(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550
Subarea runoff = 0.181(CFS) for 0.110{Ac.)
Total runoff = 29.772(CFS) Total area = 15.70(Ac.)
Process frora Point/Station
**** SUBAREA FLOW ADDITION
518.000 to Point/Station 518.000
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Deciraal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[SINGLE FAMILY area type ]
Time of concentration = 18.01 rain.
Rainfall intensity = 2.997(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method, Q=KCIA, C
Subarea runoff = 0.033(CFS) for 0.020(Ac.)
Total runoff = 29.805(CFS) Total area = 15.72(Ac
0 . 550
Process from Point/Station 518.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (Program estiraated size) ****
520 . 000
Upstream point/station elevation = 178.40(Ft.)
Downstreara point/station elevation = 174.50(Ft.)
Pipe length = 50.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 29.805(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 29,805(CFS)
Normal flow depth in pipe = 12.87(In.)
Flow top width inside pipe = 16.25{In.)
Critical depth could not be calculated.
Pipe flow velocity = 22.06{Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 18.05 min.
End of computations, total study area = 15.72 (Ac,