HomeMy WebLinkAboutCT 01-02; CALAVERA HILLS VILLAGE K; HYDROLOGY STUDY CALAVERA HILLS VILL K; 2004-06-30CALAVERA U\LUS
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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: 12/12/01
VILLAGE K HYDROLOGY STUDY
SYSTEM 100 AND 200
DECEMBER 12, 2001 J.N. 98-1020
BY:CSO FILE:VLK100
********* Hydrology Study Control Inforraation **********
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 raanual 'C values used
Runoff coefficients by rational method
+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + H-f-f + + + + + + -f-fH-f-|- + + + + + + + + + +
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
Deciraal fraction soil group D = 1.000
[SINGLE FAMILY area type
Initial subarea flow distance
Highest elevation = 427.70(Ft.)
Lowest elevation = 425.90(Ft.)
Elevation difference = 1.80(Ft.
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 8.14 min.
TC = [1.8*(l.l-C)*distance'-.5)/(% slope'^ (1/3) ]
TC = [1.8*(l.l-0.5500)*(100.00".5)/( 1.80-^(1/3)]= 8.14
Rainfall intensity (I) = 5.003 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.550
Subarea runoff = 0.303(CFS)
Total initial stream area = 0.110(Ac.)
= 100.00(Ft,
)
+ + ++++++++++++-f+-f-f-f++ +++ + ++++++ + + +++ + + +++ +++++++++++++^._,.+++^_^.^.^^^^_^^_^_^
Process from Point/Station 104.000 to Point/Station 106.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 425.940(Ft.)
End of street segment elevation = 394.700(Ft.)
Length of street segraent = 416.000(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 [1] side(s) of the street
Distance from 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 = 2.000(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 = 0.784(CFS)
Depth of flow = 0.195(Ft.), Average velocity = 4.165(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 2.929(Ft.)
Flow velocity = 4.16(Ft/s)
Travel tirae = 1.66 min. TC = 9.80 rain.
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 = 4.437(In/Hr) for a 100.0 year storra
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550
Subarea runoff = 0.854(CFS) for 0.350(Ac.)
Total runoff = 1.157(CFS) Total area = 0.46{Ac.)
Street flow at end of street = 1.157(CFS)
Half street flow at end of street = 1.157(CFS)
Depth of flow = 0.219(Ft.), Average velocity = 4.276(Ft/s)
Flow width (from curb towards crown)= 4.099(Ft.)
++++++ +++++++++++++++ ++++++++++++++++ +++++++++++++++++++-f-f-f-f-f+++++++++
Process from Point/Station 105.000 to Point/Station 106.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 425.950(Ft.)
End of street segment elevation = 393.500(Ft.)
Length of street segment = 446.000(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 [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 = 2.000 (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 = 1.522(CFS)
Depth of flow = 0.235(Ft.), Average velocity = 4.399(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 4.933(Ft.)
Flow velocity = 4.40(Ft/s)
Travel tirae = 1.69 min. TC = 11.4 9 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 = 4.005(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational raethod,Q=KCIA, C = 0.550
Subarea runoff = 0.639(CFS) for 0.290(Ac.)
Total runoff = 1.796(CFS) Total area = 0.75(Ac.)
Street flow at end of street = 1.796(CFS)
Half street flow at end of street = 1.796(CFS)
Depth of flow = 0.245(Ft.), Average velocity = 4.531(Ft/s)
Flow width (from curb towards crown)= 5.420(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-f+-f-i-++
Process from Point/Station 106.000 to Point/Station 106.000
**** SUBAREA FLOW ADDITION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[SINGLE FAMILY area type ]
Time of concentration = 11.49 min.
Rainfall intensity = 4.005(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational raethod,Q=KCIA, C = 0.550
Subarea runoff = 2.026(CFS) for 0.920(Ac.)
Total runoff = 3.822(CFS) Total area = 1.67(Ac.)
+++++++++ +++++++++ + +++++++ + ++++++++++++++++++++++++++++++++-f+-f-f++++++ +
Process from Point/Station 106.000 to Point/Station 106.000
**** SUBAREA FLOW ADDITION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[SINGLE FAMILY area type ]
Time of concentration = 11.49 min.
Rainfall intensity = 4.005(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method, Q=KCIA, C = 0.550
Subarea runoff = 0.661(CFS) for 0.300(Ac.)
Total runoff = 4.483(CFS) Total area = 1.97(Ac.)
++ + +++++++ +++++ +++++ + + + + + + + + + + +++ ++++++++++++ ++++++++++++-f + ++-f+f++++ + +
Process from Point/Station 106.000 to Point/Station 108.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 390.00(Ft.)
Downstream point/station elevation = 379.00(Ft.)
Pipe length = 205.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.4 83 (CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 4.483(CFS)
Normal flow depth in pipe = 5.23(In.)
Flow top width inside pipe = 16.35(In.)
Critical Depth = 9.75(In.)
Pipe flow velocity = 10.50(Ft/s)
Travel time through pipe = 0.33 min.
Time of concentration (TC) = 11.82 min.
Process from Point/Station 108.000 to Point/Station 110.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 379.00(Ft.)
Downstream point/station elevation = 368.40(Ft.)
Pipe length = 200.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.483 (CFS)
Given pipe size = 18. 00(In.)
Calculated individual pipe flow = 4.483(CFS)
Normal flow depth in pipe = 5.25 (In.)
Flow top width inside pipe = 16.36(In.)
Critical Depth = 9.75(In.)
Pipe flow velocity = 10.46(Ft/s)
Travel time through pipe = 0.32 min.
Time of concentration (TC) = 12.14 min.
Process from Point/Station 106.000 to Point/Station 110.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 393.500(Ft.)
End of street segment elevation = 376.300(Ft.)
Length of street segment = 405.000(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 [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 = 2.000(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 = 4. 801(CFS)
Depth of flow = 0.332(Ft.), Average velocity = 4.533(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.781(Ft.)
Flow velocity = 4.53(Ft/s)
Travel time = 1.4 9 min. TC = 13.63 min.
Adding area flow to street
Decimal fraction soil group A = 0.000
Deciraal 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 = 3.588(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational raethod,Q=KCIA, C = 0.550
Subarea runoff = 0.553(CFS) for 0.280(Ac.) ^ l*"
Total runoff = 5.035 (CFS) Total area = 2.25 (Ac.) j^.V'
Street flow at end of street = 5.035(CFS)
Half street flow at end of street = 5.035(CFS)
Depth of flow = 0.336(Ft.), Average velocity = 4.583(Ft/s)
Flow width (frora curb towards crown)= 9.980(Ft.)
Process from Point/Station » 106.000 to Point/Station 110.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 393.500(Ft.)
End of street segment elevation = 37 6.300(Ft.)
Length of street segment = 405.000(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 [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 = 2.000(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 = 5. 326(CFS)
Depth of flow = 0.341(Ft.), Average velocity = 4.644(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.220(Ft.)
Flow velocity = 4.64(Ft/s)
Travel time = 1.45 min. TC = 15.08 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 = 3.361(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550
Subarea runoff = 0.481(CFS) for 0.260{Ac.)
Total runoff = 5.516(CFS) Total area = 2.51(Ac.)
Street flow at end of street = 5. 516(CFS)
Half street flow at end of street = 5,516(CFS)
Depth of flow = 0.344(Ft.), Average velocity = 4.682(Ft/s)
Flow width (from curb towards crown)= 10.371(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++-f++-f+-f+-f-f+-f-(--(-+++
Process from Point/Station b 110.000 to Point/Station 110.000
**** 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 = 15.08 min.
Rainfall intensity = 3.361(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550
Subarea runoff = 2.754(CFS) for 1.490(Ac.)
Total runoff = 8.270(CFS) Total area = 4.00(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 110.000
**** 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 = 15.08 min.
Rainfall intensity = 3.361(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550
Subarea runoff = 1.405(CFS) for 0.760(Ac.)
Total runoff = 9.675(CFS) Total area = 4.76(Ac.)
+ + + + +++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++++++-f+-f-f-f
Process from Point/Station 110.000 to Point/Station 112.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 368.40(Ft.)
Downstream point/station elevation = 365.40(Ft.)
Pipe length = 60.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 9.675(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 9.675(CFS)
Normal flow depth in pipe = 8.05(In.)
Flow top width inside pipe = 17.90(In.)
Critical Depth = 14.41(In.)
Pipe flow velocity = 12.65(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 15.16 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 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 = 4.760(Ac.)
Runoff from this streara = 9.675(CFS)
Time of concentration = 15.16 min.
Rainfall intensity = 3.350(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-f+-f-f
Process frora Point/Station 202.000 to Point/Station 204.000
**** INITIAL AREA EVALUATION ****
Deciraal fraction soil group A = 0.000
Deciraal 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 = 135.00(Ft.)
Highest elevation = 422.30(Ft.)
Lowest elevation = 420.80(Ft.)
Elevation difference = 1.50(Ft.)
Time of concentration calculated by the urban
areas overland flow raethod (App X-C) = 11.11 min.
TC = [1.8*(l.l-C)*distance-".5)/(% slope-^ (1/3) ]
TC = [1. 8* (1.1-0. 5500) * (135.00-^.5) / ( 1.11-^(1/3)]= 11.11
Rainfall intensity (I) = 4.094 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.550
Subarea runoff = 0.270(CFS)
Total initial stream area = 0.120(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-f+-f f-f-f+-f
Process from Point/Station 204.000 to Point/Station 206.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 420.800(Ft.)
End of street segment elevation = 402.400(Ft.)
Length of street segment = 425.000(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 [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 = 2.000(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 = 0.653(CFS)
Depth of flow = 0.201(Ft.), Average velocity = 3.163(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 3.224(Ft.)
Flow velocity = 3.16(Ft/s)
Travel time = 2.24 min. TC = 13.35 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 = 3.637(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550
Subarea runoff = 0.680(CFS) for 0.340(Ac.)
Total runoff = 0.950(CFS) Total area = 0.46(Ac.)
Street flow at end of street = 0.950(CFS)
Half street flow at end of street = 0.950(CFS)
Depth of flow = 0.223(Ft.), Average velocity = 3.282(Ft/s)
Flow width (from curb towards crown)= 4.325(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++-f-f-f-f-f-f-f-f++++++++++++++
Process from Point/Station 205.000 to Point/Station 206.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 420.800(Ft.)
End of street segment elevation = 402.400(Ft.)
Length of street segment = 425.000(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 [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 = 2.000(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 = 1.291(CFS)
Depth of flow = 0.241(Ft.), Average velocity = 3.451(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 5.212(Ft.)
Flow velocity = 3.45(Ft/s)
Travel time = 2.05 min. TC = 15.40 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 = 3.316(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method, Q=KCIA, C = 0.550
Subarea runoff = 0.602(CFS) for 0.330(Ac.)
Total runoff = 1.552(CFS) Total area = 0.79(Ac.)
Street flow at end of street = 1.552(CFS)
Half street flow at end of street = 1.552(CFS)
Depth of flow = 0.252(Ft.), Average velocity = 3.572(Ft/s)
Flow width (from curb towards crown)= 5.762(Ft.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++-f-f-f-f-f-f f-f-f-f+++++++
Process frora Point/Station 206.000 to Point/Station 206.000
**** 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 = 15.4 0 min.
Rainfall intensity = 3.316(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550
Subarea runoff = 1.550(CFS) for 0.850(Ac.)
Total runoff = 3.102(CFS) Total area = 1.64(Ac.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-f+-f-f-f-f+++++
Process from Point/Station 206.000 to Point/Station 206.000
**** 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 = 15.40 min.
Rainfall intensity = 3.316(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550
Subarea runoff = 2.079(CFS) for 1.140(Ac.)
Total runoff = 5.182(CFS) Total area = 2.78(Ac.)
+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + -f f-f-f + + + + + + +
Process from Point/Station 206.000 to Point/Station 208.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 402.400(Ft.)
End of street segment elevation = 378.630(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 = 18.500(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 = 0.0150
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 = 5.377(CFS)
Depth of flow = 0.260{Ft.), Average velocity = 5.550(Ft/s)
streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 6.180(Ft.)
Flow velocity = 5.55(Ft/s)
Travel time = 0.72 min. TC = 16.12 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 = 3.220(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550
Subarea runoff = 0.372{CFS) for 0.210(Ac.)
Total runoff = 5.554 (CFS) Total area = 2.99.(Ac.)
Street flow at end of street = 5.554(CFS)
Half street flow at end of street = 2.777(CFS)
Depth of flow = 0.262(Ft.), Average velocity = 5.586(Ft/s)
Flow width (from curb towards crown)= 6.282(Ft.)
+++++-f+-f-f++-f++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 208.000 to Point/Station 208.000
**** 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 = 16.12 min.
Rainfall intensity = 3.220(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550
Subarea runoff = 0.212(CFS) for 0.l20(Ac.)
Total runoff = 5-.766(CFS) Total area = 3.11 (Ac.)
+++-f-f-f-f-ff-f-f-f+f+ +++-f+++++++++++++++++++++++++++++++++++++ ++++++++++++ + +
Process from Point/Station 208.000 to Point/Station 210.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 373.20(Ft.)
Downstream point/station elevation = 369.00(Ft.)
Pipe length = 70.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.766(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 5.766(CFS)
Normal flow depth in pipe = 5.79(In.)
Flow top width inside pipe = 16.82(In.)
Critical Depth = 11.12(In.)
Pipe flow velocity = 11.74(Ft/s)
Travel time through pipe = 0.10 min.
Time of concentration (TC) = 16.22 min.
+ + + + + + ++++++ + + + -(-f+ -f+ + + + + +++++ +++++++++++++++++++++++++++++ + + +++++ + +++ +
Process from Point/Station 210.000 to Point/Station 212.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 369.00'(Ft.)
Downstream point/station elevation = 368.70(Ft.)
Pipe length = 30.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.766(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 5.766(CFS)
Normal flow depth in pipe = 9.52(In.)
Flow top width inside pipe = 17.97(In.)
Critical Depth = 11.12(In.)
Pipe flow velocity = 6.08(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 16.30 min.
Process from Point/Station 214.000 to Point/Station 212.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 376.700(Ft.)
End of street segment elevation = 371.800(Ft.)
Length of street segment = 340.000(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 [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 = 2.000(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 = 6.090(CFS)
Depth of flow = 0.406(Ft.), Average velocity = 3.177(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.471(Ft.)
Flow velocity = 3.18(Ft/s)
Travel time = 1.78 min. TC = 18.08 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 = 2.989(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550
Subarea runoff = 0.575(CFS) for 0.350(Ac.)
Total runoff = 6.341(CFS) Total area = 3.46(Ac.)
Street flow at end of street = 6.341(CFS)
Half street flow at end of street = 6.341(CFS)
Depth of flow = 0.410(Ft.), Average velocity = 3.208(Ft/s)
Flow width (from curb towards crown)= 13.691(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-f-f+-f
Process from Point/Station 213.000 to Point/Station 212.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segraent elevation = 376.700(Ft.)
End of street segraent elevation = 371.800(Ft.)
Length of street segment = 340.000(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 [1] side(s) of the street
Distance from 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 = 2. 000(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 = 6.616(CFS)
Depth of flow = 0.415(Ft.), Average velocity = 3.241(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.925(Ft.)
Flow velocity = 3.24(Ft/s)
Travel time = 1.75 min. TC = 19.83 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 = 2.817(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method, Q=KCIA, C = 0.550
Subarea runoff = 0.465(CFS) for 0.300(Ac.)
Total runoff = 6.806(CFS) Total area = 3.76(Ac.)
Street flow at end of street = 6.806(CFS)
Half street flow at end of street = 6.806(CFS)
Depth of flow = 0.418(Ft.), Average velocity = 3.263(Ft/s)
Flow width (from curb towards crown)= 14.083(Ft.)
+++++ +++++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++-f-f-f
Process from Point/Station 212.000 to Point/Station 212.000
**** 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 = 19.83 min.
Rainfall intensity = 2.817 (In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.550
Subarea runoff = 1.565(CFS) for 1.010(Ac.)
Total runoff = 8.371(CFS) Total area = 4.77(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 212.000 to Point/Station 212.000
**** 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 = 19.83 min.
Rainfall intensity = 2.817(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550
Subarea runoff = 0.837(CFS) for 0.540{Ac.)
Total runoff = 9.207(CFS) Total area = 5.31(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 212.000 to Point/Station ' 216.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 368.70(Ft.)
Downstream point/station elevation = 367.00(Ft.)
Pipe length = 170.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 9.207(CFS)
Given pipe size = 18. 00(In.)
Calculated individual pipe flow = 9.207(CFS)
Normal flow depth in pipe = 13.05(In.)
Flow top width inside pipe = 16.07(In.)
Critical Depth = 14.08 (In.)
Pipe flow velocity = 6.70(Ft/s)
Travel tirae through pipe = 0.42 min.
Time of concentration (TC) = 20.26 min.
-ff++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 216.000 to Point/Station 112.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 367.00(Ft.)
Downstream point/station elevation = 365.40(Ft.)
Pipe length = 160.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 9.207(CFS)
Given pipe size = 18. 00(In.)
Calculated individual pipe flow = 9.207(CFS)
Normal flow depth in pipe = 13.05(In.)
Flow top width inside pipe = 16.07(In.)
Critical Depth = 14.08(In.)
Pipe flow velocity = 6.70(Ft/s)
Travel time through pipe = 0.40 min.
Time of concentration (TC) = 20.65 min.
+ff+f+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 to Point/Station 112.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 5.310(Ac.)
Runoff from this stream = 9.207(CFS)
Time of concentration = 20.65 min.
Rainfall intensity = 2.744(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Qmax(1)
Qmax(2)
675
207
000 *
000 *
0.819 *
1.000 *
15.16
20.65
1.000 *
0.734 *
1.000 *
1.000 *
9.675)
9.207)
9.675)
9.207)
3.350
2.744
+
+ =
+
+ =
16.433
17.133
Total of 2 main streams to confluence:
Flow rates before confluence point:
9.675 9.207
Maximum flow rates at confluence using above data:
16.433 17.133
Area of strearas before confluence:
4.760 5.310
Results of confluence:
Total flow rate = 17.133(CFS)
Time of concentration = 20.654 min.
Effective stream area after confluence = 10.070(Ac.)
Process from Point/Station 112.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (User specified size) ****
114.000
Upstream point/station elevation = 365.40(Ft.)
Downstream point/station elevation = 364.50(Ft.)
Pipe length = 100.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 17.133(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 17.133(CFS)
Normal flow depth in pipe = 16.22(In.)
Flow top width inside pipe = 22.47(In.)
Critical Depth = 17. 91 (In.)
Pipe flow velocity = 7.59(Ft/s)
Travel time through pipe = 0.22 min.
Time of concentration (TC) = 20.87 min.
Process from Point/Station 114.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (User specified size) ****
116.000
Upstream point/station elevation = 364.50(Ft.)
Downstream point/station elevation = 342.60(Ft.)
Pipe length = 112.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 17.133(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 17.133(CFS)
Normal flow depth in pipe = 6.72(In.)
Flow top width inside pipe = 21.55(In.)
Critical Depth = 17.91(In.)
Pipe flow velocity = 23.79(Ft/s)
Travel tirae through pipe = 0.08 min.
Time of concentration (TC) = 20.95 min.
End of computations, total study area = 10.07 (Ac.)
San Diego County Rational Hydrology Prograra
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: 12/12/01
VILLAGE K HYDROLOGY STUDY
SYSTEM 300 AND 400
DECEMBER 12, 2001 J.N. 98-1020
BY:CSO FILE:VLK300
********* 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 302.000 to Point/Station
**** INITIAL AREA EVALUATION **** 304.000
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 = 160.00(Ft.)
Highest elevation = 427.40(Ft.)
Lowest elevation = 424.20(Ft.)
Elevation difference = 3.20(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 9.94 min.
TC = [1.8*(l.l-C)*distance'^.5)/(% slope"(l/3)]
TC = [1.8*(l.l-0.5500)*{160.00'^.5)/{ 2.00^(1/3)]= 9.94
Rainfall intensity (I) = 4.398 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.550
Subarea runoff = 0.435(CFS)
Total initial stream area = 0.180(Ac.)
Process from Point/Station 304.000 to Point/Station
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
306. 000
Top of street segment elevation = 424.200(Ft.)
End of street segment elevation = 421.650(Ft.)
Length of street segment = 270.000(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 [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 = 2. 000(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 = 0.689(CFS)
Depth of flow = 0.249(Ft.), Average velocity = 1.652(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 5.610(Ft.)
Flow velocity = 1.65(Ft/s)
Travel time = 2.72 min. TC = 12.66 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 = 3.762(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.550
Subarea runoff = 0.435(CFS) for 0.210(Ac.)
Total runoff = 0.870(CFS) Total area = 0.39(Ac.)
Street flow at end of street = 0.870(CFS)
Half street flow at end of street = 0.870(CFS)
Depth of flow = 0.263(Ft.), Average velocity = 1.730(Ft/s)
Flow width (from curb towards crown)= 6.327(Ft.)
Process from Point/Station 305.000 to Point/Station 306.000
**** STREET FLOW TFIAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 424.200(Ft.)
End of street segment elevation = 421. 650(Ft.)
Length of street segment = 270.000(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 [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 = 2.000(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 raidpoint of street = 1.104(CFS)
Depth of flow = 0.279(Ft.), Average velocity = 1.819(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 7.103(Ft.)
Flow velocity = 1.82(Ft/s)
Travel time = 2.47 min. TC = 15.14 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 = 3.353(In/Hr) for a 100.0 year storm
Runoff coefficient -used for sub-area. Rational method,Q=KCIA, C = 0.550
Subarea runoff = 0.387(CFS) for 0.210(Ac.)
Total runoff = 1.257(CFS) Total area = 0.60(Ac.)
Street flow at end of street = 1.257(CFS)
Half street flow at end of street = 1.257(CFS)
Depth of flow = 0.288(Ft.), Average velocity = 1.871(Ft/s)
Flow width (from curb towards crown)= 7.546(Ft.)
Process from Point/Station
**** SUBAREA FLOW ADDITION
306.000 to Point/Station 306.000
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 = 15.14 min.
Rainfall intensity = 3.353(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550
Subarea runoff = 1.180(CFS) for 0.640(Ac.)
Total runoff = 2.437(CFS) Total area = 1.24(Ac.)
Process from Point/Station 306.000 to Point/Station
**** SUBAREA FLOW ADDITION ****
306.000
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 = 15.14 min.
Rainfall intensity = 3.353(In/Hr) for a 100.0 year storra
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C
Subarea runoff = 1.586{CFS) for 0.860(Ac.)
Total runoff = 4.023(CFS) Total area = 2.10(Ac,
0.550
Process from Point/Station 306.000 to Point/Station 308 . 000
**** PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 416.80(Ft.)
Downstream point/station elevation = 416.40{Ft.)
Pipe length = 4 0.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.023(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 4.023(CFS)
Normal flow depth in pipe = 7.73(In.)
Flow top width inside pipe = 17.82(In.)
Critical Depth = 9.21(In.)
Pipe flow velocity = 5.55(Ft/s)
Travel time through pipe = 0.12 min.
Time of concentration (TC) = 15.26 min.
Process from Point/Station 308.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (User specified size]
310.000
Upstream point/station elevation = 416.40(Ft.)
Downstreara point/station elevation = 411.40(Ft.)
Pipe length = 222.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.023(CFS)
Given pipe size = 18.00{In.)
Calculated individual pipe flow = 4.023(CFS)
Normal flow depth in pipe = 6.20(In.)
Flow top width inside pipe = 17.11(In.)
Critical Depth = 9.21(In.)
Pipe flow velocity = 7.46(Ft/s)
Travel tirae through pipe = 0.50 min.
Tirae of concentration (TC) = 15.75 min.
Process from Point/Station 310.000 to Point/Station
**** CONFLUENCE OF MAIN STREAMS ****
310.000
The following data inside Main Stream is listed:
In Main Streara number: 1
Stream flow area = 2.100(Ac.)
Runoff from this stream = 4. 023(CFS)
Time of concentration = 15.75 rain.
Rainfall intensity = 3.268(In/Hr)
Program is now starting with Main Stream No. 2
+ + -
Process from Point/Station
**** INITIAL AREA EVALUATION
402.000 to Point/Station
* * * *
404.000
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 = 140.00(Ft.)
Highest elevation = 425.00(Ft.)
Lowest elevation = 423.60(Ft.)
Elevation difference = 1.40(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 11.71 min.
TC = [1. 8* (1.1-C) *distance'-. 5) / (% slope^(l/3)]
TC = [1.8*(l.l-0.5500)*(140.00'^.5)/{ 1.00^(1/3)]= 11.71
Rainfall intensity (I) = 3.956 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.550
Subarea runoff = 0.326(CFS)
Total initial stream area = 0.150(Ac.)
Process from Point/Station 404.000 to Point/Station 406.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 423.600(Ft.)
End of street segment elevation = 418.800(Ft.)
Length of street segment = 80.000(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 = 0.0150
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 = 0.4 90(CFS)
Depth of flow = 0.124(Ft.), Average velocity = 3.532(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 1.500(Ft.)
Flow velocity = 3.53(Ft/s)
Travel time = 0.38 min. TC = 12.09 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 = 3.876(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550
Subarea runoff = 0.320(CFS) for 0.150(Ac.)
Total runoff = 0.646(CFS) Total area = 0.30(Ac.)
Street flow at end of street = 0.646(CFS)
Half street flow at end of street = 0.323(CFS)
Depth of flow = 0.138(Ft.), Average velocity = 3.786(Ft/s)
Flow width (from curb towards crown)= 1.500(Ft.)
Process from Point/Station 406.000 to Point/Station 406.000
**** SUBAREA FLOW ADDITION
]
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
Time of concentration = 12.09 rain.
Rainfall intensity = 3.876(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550
Subarea runoff = 0.426(CFS) for 0.200(Ac.)
Total runoff = 1.072(CFS) Total area = 0.50(Ac.)
Process from Point/Station 406.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (User specified size) ****
310.000
Upstream point/station elevation = 417.70(Ft.)
Downstream point/station elevation = 411.40(Ft.)
Pipe length = 60.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.072(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 1.072(CFS)
Normal flow depth in pipe = 2.19(In.)
Flow top width inside pipe = 11.77 (In.)
Critical Depth = 4.63(In.)
Pipe flow velocity = 8.74(Ft/s)
Travel time through pipe = 0.11 min.
Time of concentration (TC) = 12.21 min.
Process from Point/Station 310.000 to Point/Station
**** CONFLUENCE OF MAIN STREAMS ****
310.000
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 0.500(Ac.)
Runoff from this stream = 1.072(CFS)
Time of concentration = 12.21 min.
Rainfall intensity = 3.852(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Qmax(1)
4 . 023
1.072
1.000 *
0.848 *
Qmax(2) =
000
000
15.75
12.21
1.000 *
1.000 *
0.775 *
1.000 *
3. 268
3.852
4.023) +
1.072) +
4.023) +
1.072) +
4 . 933
4 .190
Total of 2 raain strearas to confluence:
Flow rates before confluence point:
4.023 1.072
Maximum flow rates at confluence using above data;
4.933 4.190
Area of streams before confluence:
2.100 0.500
Results of confluence:
Total flow rate = 4.933(CFS)
Time of concentration = 15.753 min.
Effective streara area after confluence = 2.600(Ac.)
Process from Point/Station 310.000 to Point/Station 312.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 411.40(Ft.)
Downstream point/station elevation = 405.60(Ft.)
Pipe length = 75.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.933(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 4.933(CFS)
Normal flow depth in pipe = 5.00(In.)
Flow top width inside pipe = 16.13(In.)
Critical Depth = 10.25(In.)
Pipe flow velocity = 12.30(Ft/s)
Travel time through pipe = 0.10 min.
Time of concentration (TC) = 15.85 min.
Process from Point/Station A 308.000 to Point/Station 312.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 425.940(Ft.)
End of street segment elevation = 413.100{Ft.)
Length of street segment = 458.000(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 frora 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 = 2.000(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 = 5.341(CFS)
Depth of flow = 0.360(Ft.), Average velocity = 3.965(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.156(Ft.)
Flow velocity = 3.96(Ft/s)
Travel time = 1.93 min. TC = 17.78 min.
Adding area flow to street
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Deciraal fraction soil group C = 0.000
Deciraal fraction soil group D = 1.000
[SINGLE FAMILY area type ]
Rainfall intensity = 3.022(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550
Subarea runoff = 0.715(CFS) for 0.430(Ac.)
Total runoff = 5.648(CFS) Total area = 3.03(Ac.)
Street flow at end of street = 5.648(CFS)
Half street flow at end of street = 5.648(CFS)
Depth of flow = 0.365(Ft.), Average velocity = 4.018(Ft/s)
Flow width (from curb towards crown)= 11.416(Ft.)
Process from Point/Station ^
**** STREET FLOW TRAVEL TIME +
308.000 to Point/Station
SUBAREA FLOW ADDITION ****
312.000
Top of street segment elevation = 425.940(Ft.)
End of street segment elevation = 413.100(Ft.)
Length of street segment = 458.000(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 [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 = 2. 000(In.)
Manning's N in gutter = 0.0150
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 = 0.370(Ft.), Average velocity =
Streetflow hydraulics at midpoint of street travel
Halfstreet flow width = 11.652(Ft.)
Flow velocity = 4.07(Ft/s)
0.0150
0.0150
5. 937(CFS)
4.066(Ft/s)
TC = 19.66 min.
0. 000
0.000
0.000
]
Travel tirae = 1.88 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 = 1.000
[SINGLE FAMILY area type
Rainfall intensity = 2.833(In/Hr) for a
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C =
Subarea runoff = 0.483(CFS) for 0.310(Ac.)
Total runoff = 6.131(CFS) Total area = 3.34(Ac.)
Street flow at end of street = 6.131(CFS)
Half street flow at end of street = 6.131(CFS)
Depth of flow = 0.373(Ft.), Average velocity = 4.097(Ft/s)
100.0 year storm
0. 550
Flow width (from curb towards crown)= 11.806(Ft
Process from Point/Station 4 312.000 to Point/Station
**** SUBAREA FLOW ADDITION ****
312.000
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 = 19.66 min.
Rainfall intensity = 2.833(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550
Subarea runoff = 1.309(CFS) for 0.840(Ac.)
Total runoff = 7.440(CFS) Total area = 4.18(Ac.)
Process from Point/Station % 312.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (User specified size) ****
314.000
Upstreara point/station elevation = 405.60(Ft.)
Downstream point/station elevation = 395.90(Ft.)
Pipe length = 125.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.440 (CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 7.440 (CFS)
Normal flow depth in pipe = 6.19(In.)
Flow top width inside pipe = 17.10(In.)
Critical Depth = 12.67(In.)
Pipe flow velocity = 13.83(Ft/s)
Travel time through pipe = 0.15 min.
Time of concentration (TC) = 19.81 min.
Process from Point/Station 314.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (User specified size) ****
316.000
Upstream point/station elevation = 395.90(Ft.)
Downstream point/station elevation = 385.90(Ft.)
Pipe length = 198.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.440(CFS)
Given pipe size = 18.00{In.)
Calculated individual pipe flow = 7. 440(CFS)
Normal flow depth in pipe = 6.94(In.)
Flow top width inside pipe = 17.52(In.)
Critical Depth = 12.67(In.)
Pipe flow velocity = 11.84(Ft/s)
Travel time through pipe = 0.28 min.
Time of concentration (TC) = 20.09 min.
Process from Point/Station 316.000 to Point/Station 318.000
**** PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 385.90(Ft.)
Downstreara point/station elevation = 385.55(Ft.)
Pipe length = 55.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.440(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 7.4 40(CFS)
Normal flow depth in pipe = 13.20(In.)
Flow top width inside pipe = 15.92(In.)
Critical Depth = 12.67(In.)
Pipe flow velocity = 5.36(Ft/s)
Travel time through pipe = 0.17 min.
Time of concentration (TC) = 20.26 min.
Process from Point/Station 318.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 385.55(Ft.)
Downstream point/station elevation = 384.90(Ft.)
Pipe length = 42.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.440(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 7.440(CFS)
Normal flow depth in pipe = 9.73(In.)
Flow top width inside pipe = 17.94(In.)
Critical Depth = 12.67(In.)
Pipe flow velocity = 7.63(Ft/s)
Travel time through pipe = 0.09 min.
Time of concentration (TC) = 20.35 min.
320.000
Process from Point/Station 312.000 to Point/Station
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
320.000
Top of street segment elevation = 413.100(Ft.)
End of street segraent elevation = 392.000(Ft.)
Length of street segment = 390.000(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 frora curb to property line (v/hz)
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
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 = 0.307(Ft.), Average velocity =
Streetflow hydraulics at midpoint of street travel:
0. 020
0 . 0150
0.0150
7 . 876(CFS)
4.754(Ft/s)
Halfstreet flow width = 8.519(Ft.)
Flow velocity = 4.75(Ft/s)
Travel time = 1.37 min. TC = 21.72 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 = 2.656(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational raethod,Q=KCIA, C = 0.550
Subarea runoff = 0.716(CFS) for 0.490(Ac.)
Total runoff = 8.155(CFS) Total area = 4.67(Ac.)
Street flow at end of street = 8.155(CFS)
Half street flow at end of street = 4.078(CFS)
Depth of flow = 0.310(Ft.), Average velocity = 4.792(Ft/s)
Flow width (frora curb towards crown)= 8.651(Ft.)
+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + -f-f-H-
Process from Point/Station 320.000 to Point/Station 320.000
**** SUBAREA FLOW ADDITION ****
Deciraal fraction soil group A = 0.000
Deciraal 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 = 21.72 min.
Rainfall intensity = 2.656(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method, Q=KCIA, C = 0.550
Subarea runoff = 1.154(CFS) for 0.790(Ac.)
Total runoff = 9.310(CFS) Total area = 5.46(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 320.000 to Point/Station 320.000
**** 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 = 21.72 min.
Rainfall intensity = 2.656(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method, Q=KCIA, C = 0.550
Subarea runoff = 0.365(CFS) for 0.250(Ac.)
Total runoff = 9.675(CFS) Total area = 5.71(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 320.000 to Point/Station 320.000
**** 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 = 21.72 min.
Rainfall intensity = 2.656(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550
Subarea runoff = 0.219(CFS) for 0.150(Ac.)
Total runoff = 9.894(CFS) Total area = 5.86(Ac.)
+ + +++++++++++++++++++++++++++++++++++++++++++++++++++++++++-f+-f-f-f-f+++++
Process from Point/Station 320.000 to Point/Station 322.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 384.90(Ft.)
Downstream point/station elevation = 381.10(Ft.)
Pipe length = 30.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 9.894(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 9.894(CFS)
Normal flow depth in pipe = 6.32(In.)
Flow top width inside pipe = 17.18(In.)
Critical Depth = 14.55(In.)
Pipe flow velocity = 17.87(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 21.75 rain.
End of coraputations, total study area = 5.86 (Ac.)