HomeMy WebLinkAboutAddendum to Drainage ReportHarle Engineering Company
P.O. Box 11995
College Station, Texas 77842
979.764.3900 office
979.764.3910
979.436.1559 mobile
March 12, 2010
Erika Bridges, EIT
Graduate Civil Engineer
Department of Public Works
1101 Texas Avenue
College Station, TX 77840
Re: Castle Rock Phase 5— Drainage Report Addendum
Dear Ms. Bridges:
Attached are 2 copies of the revised Appendices B -E and Exhibit A. Please let me know if you want me to
have the revised drainage report pages inserted into your copies of the drainage report.
If you have any questions, please do not hesitate to call.
Very truly yours,
Harle Engineering Company
mo
>u/f 1 1 I
Joe Schu t P.E.
Civil Engineer
Addendum to Drainage Report
for
Castle Rock Subdivision
Phase 5
College Station, Texas
March, 2010
Engineer.
HARLE ENGINEERING COMPANY
P.O. Box 11995
College Station, TX 77842
3002 Texas Avenue South
College Station, Texas 77845
(979) 764 -3900
Developer:
Greens Prairie Investors, Ltd.
4490 Castlegate Drive
College Station, Texas 77845
(979) 690 -7250
* !
j JOSEPH P. SCHULTZ
658= 4"
ON AL
fik s3 6 3
APPENDIX B
Drainage Area Calculations
Castle Rock Subdivision - Phase 5
Drainage Area Summary
The Rational Method:
Q=CIA
Q = Flow (cfs)
A = Area (acres)
C = Runoff Coeff.
I = Rainfall Intensity (in/hr)
Brazos County:
I = b / (t
t = Time of concentration (min)
10 year storm
b = 80
d = 8.5
e = 0.763
100 year storm
b= 96
d = 8.0
e = 0.730
t, = U(V60)
L = Length (ft
V = Velocity (ft/sec)
Area #
Area, A
(acres)
C
10 year storm
100 year storm
tc
(min)
1 10
(in/hr)
Clio
(cfs)
1 100
(in/hr)
amo
(cfs)
501A
0.590
0.60
10.0
8.635
3.06
11.639
4.12
501B
0.320
0.60
10.0
8.635
1.66
11.639
2.23
502
0.960
0.60
26.0
5.367
3.09
7.316
4.21
502A
0.520
0.60
10.0
8.635
2.69
11.639
3.63
503
0.350
0.60
10.0
8.635
1.81
11.639
2.44
503A
0.340
0.60
10.0
8.635
1.76
11.639
2.37
504
0.520
0.60
11.5
8.136
2.54
10.979
3.43
0.83
11.639
1.12
505
0.160
0.60
10.0
8.635
505A
0.140
0.60
10.0
8.635
0.73
11.639
0.98
506
0.410
0.60
10.0
8.635
2.12
11.639
2.86
0.60
27.8
5.163
3.41
7.046
4.65
507
1.100
508
1.760
0.60
33.3
4.636
4.90
6.348
6.70
509
0.240
0.60
10.0
8.635
1.24
11.639
1.68
510
0.800
0.60
10.0
8.635
4.14
11.639
5.59
0.100
0.60
10.0
8.635
0.52
11.639
0.70 •
511
0.050
10.0
8.635
0.26
11.639
0.35
601
0.60
602
0.940
0.60
10.0
8.635
4.87
11.639
6.56
701
2.290
0.60
10.0
8.635
11.86
11.639
15.99
702
0.930
0.60
10.0
8.635
4.82
11.639
6.49
703
0.990
0.60
10.0
8.635
5.13
11.639
6.91
704
0.520
0.60
10.0
8.635
2.69
11.639
3.63
801
1.880
0.60
10.0
8.635
9.74
11.639
13.13
802A
0.310
0.60
10.0
8.635
1.61
11.639
2.16
0.60
23.1
5.739
5.41
7.808
7.36
802B
1.570
0.60
10.0
8.635
9.64
11.639
12.99
803
1.860
Castle Rock Subdivision - Phase 5
Drainage Area Summary
The Rational Method:
Q=CIA
Q = Flow (cfs)
A = Area (acres)
C = Runoff Coeff.
I = Rainfall Intensity (in/hr)
Brazos County:
I = b / (t
t = Time of concentration (min)
10 year storm
b = 80
d = 8.5
e = 0.763
100 year storm
b= 96
d = 8.0
e = 0.730
t, = U(V60)
L = Length (ft
V = Velocity (ft/sec)
APPENDIX C
Depth of Flow in Gutter Calculations
0
12
? Q
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a
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N
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8
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m
0
3
8
Laydown Curb - 10-yr storm max design depth - 4"
501A Inlet 500 Bypass
7' street = 0.0330
ae o
WO
9v0
I VYV
14'0
BZ'0
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281.03
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281.28
Gutter
Runoff, Elev.
260.62
280.65 1
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280.50
L6'L9Z
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282.06
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96'092
48'092
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280.37
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8
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co
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8
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8
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co
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m
8
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0
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2
2
8
0
CO
N
O
0
8
8
M
m
0
3
8
Laydown Curb - 10-yr storm max design depth - 4"
501A Inlet 500 Bypass
7' street = 0.0330
APPENDIX D
Storm Sewer Inlet Design Summary
Castle Rock Subdivision - Phase 5
Storm Sewer Inlets on Grade - Design Analysis
Inlet Length Street Q10 L10, ft. Bypass Q100 L100, ft. Bypass
No. ft. Slope cfs Design cfs cfs Design cfs
500 5 0.95% 1.66 10.500 0.55 2.23 12.060 0.74
Castle Rock Subdivision - Phase 5
Storm Sewer Inlets in Sump - Design Analysis
Inlet Length Q10 010 D10 Q100 D100 D100
No. ft. cfs ft. in. cfs ft. in.
407 5 4.57 0.486 5.83 6.35 0.605 7.26
408 5 0.98 0.174 2.09 1.33 0.213 2.56
501 5 1.76 0.257 3.09 2.37 0.314 3.77
502 10 9.04 0.482 5.79 12.29 0.592 7.10
503 10 7.49 0.425 5.10 10.17 0.521 6.26
504* 10 3.87 0.274 3.28 5.21 0.334 4.01
* Includes bypass flow from upstream inlets on grade
Assume 10% clogging for design
APPENDIX E
Storm Sewer Pipe Design Summary
E
1-
m
0
cv
0
ci
o
1 900 1
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(still
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1 P609, P508, P507, P506, P505,
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1 P505, P503, P504, P2-6, P2 -7,
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1 5018, Future Phases, 505,
504, 503, 502A, 502
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Future Phases, 505, 504,
503. 502A. 502
1 501A, 5018, 601, 507, 506,
505A, 503A, Future Phases,
505. 504, 503, 502A, 502
1 501A, 5018, 601, 507, 506,
505A, 503A, Future Phases,
505. 504. 503. 502A. 502
1 505A, 503A, Future Phases,
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P508, P507, P506, P505, P503,
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