HomeMy WebLinkAboutDrainage ReportDRAINAGE REPORT
FOR
FIRST NATIONAL BANK OF BRYAN
TEMPORARY BRANCH @ MANUEL DRIVE
COLLEGE STATION, TEXAS
JULY 2006
(Revised July 24, 2006)
MBESI# 1067-0003
SUBMITTED BY:
McCLURE & BROWNE ENGINEERING/SURVEYING, INC.
q 1008 Woodcreek Drive, Suite 103 • College Station, Texas 77845
(979) 693-3838 • Fax: (979) 693-2554 • Email: McClureBrowne@Verizonmet
First National Bank of Bryan
Manuel Drive Branch
Drainage Report
MBESI #10670003
CERTIFICATION
I hereby certify that I am familiar with the adopted ordinances, regulations, standards, and policies of the
City of College Station governing development, that these plans have been prepared under my supervision,
and that this drainage plan complies with all governing ordinances and regulations to the best of my
knowledge. OF TF�ttl
It
.....................................
JEFFERY L. ROBERTSON
.9,.........94745.... : ,
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77. rtson, P.E. No. 94745 Date
GENERAL LOCATION AND DESCIPTION
Location: Parcel at the east corner of Texas Avenue and Manuel Drive
Names of surrounding development: This development is part of the KFO Subdivision
Acreage: 1.01 acres
Ground Cover: The ground cover for the site consists of grass and scattered trees as well
as an existing pawn shop and associated parking improvements.
Major Drainage Ways: There are no major drainage channels on the site.
General Project Description: Phase 1: Temporary bank branch (840sf building) and parking lot
improvements.
Phase 2: Permanent branch building (3000 sf building) and parking lot
improvements.
DRAINAGE BASINS AND SUB -BASINS
Drainage Basin: This site lies in the Bee Creek Drainage Basin.
Flood Information: No portion of the site is shown to be within the 100 -year floodplain, so it is
not currently regulated under the National Flood Insurance Program.
FEMA-FIRMPanel(s): FIRM 48041CO144C dated July 2, 1992
Sub -Basin Description: There are no significant drainage channels on the site. Stormwater from
Phase 1 and a portion of Phase 2, currently sheet drains into the Copy
Corner development to the south. The remainder of the site drains into
the Texas Avenue ROW. The stormwater is then routed through private
and public drainage infrastructure to Bee Creek. The proposed
development will discharge into existing underground system in the Copy
Corner development.
Applicable Exhibits:
A - Excerpt of FEMA FIRM
DRAINAGE REPORT Page 1
FNB - Manuel Drive
College Station, Texas
DRAINAGE DESIGN CRITERIA
General:
Hydrologic Criteria:
Design Rainfall Event:
Runoff Calculation:
Grate Inlet Routing:
Hydraulic Criteria:
Open Channel Calculation.
The proposed drainage system for the First National Bank was designed
using guidelines and parameters for the City of College Station as follows:
10-100 year (Detention Calcuations)
Rational Method
Triangular Hydrograph
Manning's Equation
Applicable Exhibits: B-1 Drainage Area Map
C-1 Rational Formula Drainage Area Calculations
D-1 Proposed Grate Inlet Routing
DRAINAGE SYSTEM DESIGN
General Concept: The portion of the site that drains into the Copy Corner site (D.A. #1) is
designed to detain water in the parking lots through the use of grate inlets
and pipes. The discharge rate from the site has been reduced below what
was calculated in the Copy Corner Development drainage report dated
August 2003, as shown below.
The depth of detained water in the parking lot varies according to the
storm event, but it is not more than 10 inches for any event.
Impact on Downstream System: Proposed drainage area #1 corresponds to drainage area #202 in the Copy
Corner Drainage Report. In that report, drainage area #202 was combined
with #203 and #204 for computing runoff calculations. A ratio based on
areas has been used to determine the runoff for just #202. The results are
as follows:
TABLE A: Runoff Comparison
{ Qio
Q25
Q50
Qioo
Drainage Area E 2.4 cfs
2.8 cfs
11 3.1 cfs
3.3 cfs
#202
f
Drainage Area #1 2.4 cfs
2.7 cfs
2.8 cfs
2.9 cfs
3
Water Surface 300.05
300.18
300.24
300.30
Elev.
Top/Curb = 300.10
Grate inlets for this project will be 18" Nyloplast Drain Basins as
Manufactured by ADS, Inc. with a total open area of 98.7 sq. in. each.
The inlet tops will be set @ 299.45'. (See Exhibit H-1)
DRAINAGE REPORT Page 2
FNB — Manuel Drive
College Station, Texas
Drainage Area #2 corresponds to Drainage Area #DAI IA in the TxDOT
Storm Sewer Drainage Area Map (See Exhibit G-1). The peak runoff was
reduced from 1.5 cfs as shown in the TxDOT calculations to 1.3 cfs for the
5 year storm. This was accomplished by reducing the amount of
impervious cover from the existing condition to the proposed condition.
See Table B.
Drainage Area #3 corresponds to Drainage Area #210 in the Copy Corner
Drainage Report (See Exhibit E-1). The peak runoff from the Proposed
Phase II site matches the anticipated runoff shown in that report. See
Table B
TABLE B: Runoff Comparison
Drainage Area
#210
DA#Dl lA
DA #2
DA #3
0.94 cfs ( 1.07 cfs 1.21 cfs 1.27 cfs
Q5 = 1.50 cfs (no additional runoff rates provided
in TxDOT report)
1.50 cfs 1.72 cfs
i
0.98 cfs 1.12 cfs
1.94 cfs i 2.18 cfs
1.27 cfs i 1.43 cfs
The post -development runoff rate for all storm events is reduced from the
corresponding pre -development runoff rates. Therefore, we conclude that
the drainage system design for this subdivision meets the requirements as
stated in the City of College Station Drainage Policy and Design
Standards.
Applicable Exhibits: E-1 Drainage Calculations from Copy Corner Drainage Report
F-1 Drainage Area Map from Copy Corner Drainage Report
G-1 Excerpt from TxDOT Drainage Report for Texas Avenue
H-1 Detail of ADS Drain Basin
Maintenance: The proposed infrastructure will be privately owned and maintained.
DRAINAGE REPORT Page 3
FNB — Manuel Drive
College Station, Texas
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NTS
EXHIBIT A
Flood Insurance Rate Map Excerpt
Brazos County, Texas
and Incorporated Areas
Map Numbers: 48041 CO144C
Effective Date: July 2, 1992
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100 year Flood
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EXHIBIT B-1
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EXHIBIT "D-1"
PROPOSED DETENTION POND ROUTING
First National Bank of Bryan @ Manuel Drive
1000-0072-dra.xls
0.00 indicates inital condition Exhibit D-1
D.A. #
D.A. #
Pond Routing
EVENT=
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cfs
cfs
cfs
cfs
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0.0
0.0
0.0
3.53
0.00
0.00
0.00
299.45
0.00
1.0
3.5
3.5
10.60
1.00
3.53
1.26
299.62
1.26
2.0
7.1
7.1
17.66
8.05
11.60
1.78
299.77
1.78
3.0
10.6
10.6
19.63
21.42
25.71
2.14
299.92
2.14
4.0
9.0
9.0
16.30
36.28
41.05
2.39
300.03
2.39
5.0
7.3
7.3
12.77
47.50
52.58
2.54
300.11
2.54
6.0
5.5
5.5
9.24
55.02
60.27
2.62
300.15
2.62
7.0
3.7
3.7
5.70
58.93
64.26
2.66
300.18
2.66
8.0
2.0
2.0
2.17
59.30
64.63
2.67
300.18
2.67
9.0
0.2
0.2
0.20
56.20
61.47
2.63
300.16
2.63
10.0
0.0
0.0
0.00
51.24
56.40
2.58
300.13
2.58
11.0
0.0
0.046.20
51.24
2.52
300.10
2.52
12.0
0.0
0.0
0.00
41.28
46.20
2.46
300.07
2.46
13.0
0.0
0.0
0.00
36.50
41.28
2.39
300.04
2.39
14.0
0.0
0.0
0.00
31.84
36.50
2.33
300.00
2.33
15.0
0.0
0.0
0.00
27.34
31.84
2.25
299.97
2.25
16.0
0.0
0.0
0.00
23.00*27.342.17
299.93
2.17
17.0
0.0
0.0
0.00
18.81
299.90
2.09
18.0
0.0
0.0
14.84299.85
1.99
19.0
0.0
0.0
0.00
11.07
299.81
1.88
20.0
0.0
0.0
0.00
7.56
299.77
1.76
21.0
0.0
0.0
0.00
4.465
299.70
1.55
22.0
0.0
0.0
0.00
1.80
4.46
1.33
299.64
1.33
23.0
0.0
0.0
0.00
0.00
1.80
0.96
299.55
0.96
24.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
25.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
26.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
27.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
V
0.00.0
0.00
0.00
0.00
0.00
299.45
0.00
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
0.0
00
0.00
000
0.00
0.00
299.45
0.00
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
34.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
35.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
36.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
37.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
38.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
39.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
PEAK FLOWS
10.6
1 10.6
1
2.7 1300.18
2.7
1000-0072-dra.xls
0.00 indicates inital condition Exhibit D-1
EXHIBIT "D-1"
PROPOSED DETENTION POND ROUTING
First National Bank of Bryan @ Manuel Drive
D.A. #
D.A. #
Pond Routing
EVENT=
10
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cfs
cfs
cfs
cfs
cfs
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cfs
0.0
0.0
0.0
2.64
0.00
0.00
0.00
299.45
0.00
1.0
2.6
2.6
7.92
0.30
2.64
1.17
299.59
1.17
2.0
5.3
5.3
13.20
5.03
8.22
1.59
299.71
1.59
3.0
7.9
7.9
14.67
14.29
18.23
1.97
299.85
1.97
4.0
6.8
6.8
12.18
24.56
28.96
2.20
299.95
2.20
5.0
5.4
5.4
9.54
32.08
36.74
2.33
300.01
2.33
6.0
4.1
4.1
6.90
36.83
41.62
2.40
300.04
2.40
7.0
2.8
2.8
4.26
38.88
43.73
2.42
300.05
2.42
8.0
1.5
1.5
1.62
38.31
43.15
2.42
300.05
2.42
9.0
0.2
0.2
0.15
35.19
39.93
2.37
300.03
2.37
10.0
0.0
0.0
0.00
30.72
35.34
2.31
300.00
2.31
11.0
0.0
0.0
0.00
26.26
30.72
2.23
299.96
2.23
12.0
0.0
0.0
0.00
21.95
26.26
2.15
299.92
2.15
13.0
0.0
0.0
0.00
17.82
21.95
2.07
299.89
2.07
14.0
0.0
0.0
0.00
13.90
17.82
1.96
299.84
1.96
15.0
0.0
0.0
0.00
10.18
13.90
1.86
299.80
1.86
16.0
0.0
0.0
0.00
6.73
10.18
1.721
299.75
1.72
17.0
0.0
0.0
0.00
3.75
6.73
1.491
299.68
1.49
18.0
0.0
0.0
0.00
1.19
3.75
1.28
299.62
1.28
19.0
0.0
0.0
0.00
0.00
1.191
0.80
299.52
0.80
20.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
21.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
22.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
23.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
24.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
25.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
26.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
27.0
0.0
0.0
0.00
0.00
0.00-0.00
299.45
0.00
28.0
0.0
0.0
0.00
0.001
0.00
0.00
299.45
0.00
29.0
0.0
0.0
0.00
0.001
0.00
0.00
299.45
0.00
30.0
a-0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
31.0
0.0
0.0
0.00
0.00
0.001
0.00
299.45
0.00
32.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
33.0
0.0
0.00.00
0.00
0.00
0.00
299.45
0.00
34.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
35.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
36.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
37.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
38.0
0.0
0.0
0.00
0.00
0.00 1
0.00
299.45
1 0.00
39.0
0.0
0.0
0.00
0.00
obol
0.00
299.45
0.00
PEAK FLOWS
7.9
7.9
2.4
300.06
2A
1000-0072-dra.xls
0.00 indicates inital condition Exhibit D-1
EXHIBIT "D-1"
PROPOSED DETENTION POND ROUTING
First National Bank of Bryan @ Manuel Drive
1000-0072-dra.xls
0.00 indicates inital condition Exhibit D-1
D.A. #
D.A. #
Pond Routing
EVENT=
50
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cfs
cfs
cfs
cfscfs
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cfs
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0.0
0.0
3.98
0.00
0.00
0.00
299.45
0.00
1.0
4.0
4.0
11.93
1.39
3.98
1.30
299.62
1.30
2.0
8.0
8.0
19.88
9.63
13.31
1.84
299.80
1.84
3.0
11.9
11.9
22.10
25.09
29.51
2.21
299.95
2.21
4.0
10.2
10.2
18.35
42.25
47.19
2.47
300.07
2.47
5.0
8.2
8.2
14.37
55.35
60.60
2.62
300.16
2.62
6.0
6.2
6.2
10.40
64.27
69.72
2.721
300.21
2.72
7.0
4.2
4.2
6.42
69.12
74.67
2.78
300.24
2.78
8.0
2.2
2.2
2.44
69.97
75.54
2.78
300.24
2.78
9.0
0.2
0.2
0.23
66.91
72.41
2.75
300.22
2.75
10.0
0.0
0.0
0.00
61.75
67.14
2.69
300.19
2.69
11.0
0.0
0.0
0.00
56.48
61.75
2.64
300.16
2.64
12.0
0.0
0.0
0.00
51.31
56.48
2.58
300.13
2.58
13.0
0.0
0.0
0.00
46.26
51.31
2.53
300.10
2.53
14.0
0.0
0.0
0.00
41.35
46.26
2.46
300.07
2.46
15.0
0.0
0.0
0.00
36.56
41.35
2.39
300.04
2.39
16.0
0.0
0.0
0.00
31.90
36.56
2.33
300.00
2.33
17.0
0.0
0.0
0.00
27.40
31.90
2.25
299.97
2.25
18.0
0.0
0.0
0.00
23.06
27.40
2.17
299.93
2.17
19.0
0.0
0.0
0.00
18.87
23.06
2.10
299.90
2.10
20.0
0.0
0.0
0.00
14.89
18.87
1.99
299.85
1.99
21.0
0.0
0.0
0.00
11.12
14.89
1.89
299.81
1.89
22.0
0.0
0.0
0.00
7.60
11.12
1.76
299.77
1.76
23.0
0.0
0.0
0.00
4.50
7.60
1.55
299.70
1.55
24.0
0.0
0.0
0.00
1.84
4.50
1.33
299.64
1.33
25.0
0.0
0.0
0.00
0.00
1.84
0.97
299.55
0.97
26.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
27.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
28.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
29.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
30.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
31.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
32.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
33.0
0.0
0.0
0.00
0.00
0.001
0.00
299.45
0.00
34.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
35.0
0.0
0.0
0.00
0.00
0.001
0.00
299.45
0.00
36.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
37.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
38.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
39.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
PEAK FLOWS
11.9
11.9
1
2.8
300.24
2.8
1000-0072-dra.xls
0.00 indicates inital condition Exhibit D-1
EXHIBIT "D-1"
PROPOSED DETENTION POND ROUTING
First National Bank of Bryan @ Manuel Drive
1000-0072-dra.xis
0.00 indicates initat condition Exhibit D-1
D.A. #
D.A. #
Pond Routing
EVENT=
100
�
C.
_
W
z
chi
q
�
N
c
+
a
C
N
+
o
c
IL
G
W
p
� �a
Qp13.5
Tc
3.0
inc
1.0
Time
cfs
cfs
cfs
cfs
cfs
cfs
ft
cfs
0.0
0.0
0.0
4.44
0.00
0.00
0.00
299.45
0.00
1.0
4.4
4.4
13.33
1.79
4.44
1.33
299.63
1.33
2.0
8.9
8.9
22.21
11.33
15.11
1.89
299.82
1.89
3.0
13.3
13.3
24.69
28.99
33.55
2.28
299.98
2.28
4.0
11.4
11.4
20.50
48.57
53.68
2.55
300.11
2.55
5.0
9.1
9.1
16.06
63.64
69.07
2.72
300.20
2.72
6.0
6.9
6.9
11.62
74.05
79.70
2.82
300.26
2.82
7.0
4.7
4.7
7.17
79.91
85.67
2.88
300.30
2.88
8.0
2.5
2.5
2.73
81.30
87.08
2.89
300.30
2.89
9.0
0.3
0.3
0.25
78.31
84.03
2.86
300.29
2.86
10.0
0.0
0.0
0.00
72.93
78.56
2.81
300.26
2.81
11.0
0.0
0.0
0.00
67.42
72.93
2.76
300.23
2.76
12.0
0.0
0.0
0.00
62.02
67.42
2.70
300.19
2.70
13.0
0.0
0.0
0.00
56.74
62.02
2.64
300.16
2.64
14.0
0.0
0.0
0.00
51.58
56.74
2.58
300.13
2.58
15.0
0.0
0.0
0.00
46.52
51.58
2.53
300.10
2.53
16.0
0.0
0.0
0.00
41.60
46.52
2.46
300.07
2.46
17.0
0.0
0.0
0.00
36.80
41.60
2.40
300.04
2.40
18.0
0.0
0.0
0.00
32.14
36.80
2.33
300.01
2.33
19.0
0.0
0.0
0.00
27.63
32.14
2.25
299.97
2.25
20.0
0.0
0.0
0.00
23.28
27.63
2.18
299.93
2.18
21.0
0.0
0.0
0.00
19.08
23.28
2.10
299.90
2.10
22.0
0.0
0.0
0.00
15.09
19.08
1.99
299.86
1.99
23.0
0.0
0.0
0.00
11.31
15.09
1.89
299.82
1.89
24.0
0.0
0.0
0.00
7.78
11.31
1.77
299.77
1.77
25.0
0.0
0.0
0.00
4.65
7.78
1.56
299.70
1.56
26.0
0.0
0.0
0.00
1.97
4.65
1.34
299.64
1.34
27.0
0.0
0.0
0.00
0.00
1.97
1.00
299.56
1.00
28.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
29.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
30.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
F33.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
0.0
00
0.00
000
0.00
0.00
299.45
0.00
0.0
0.0
0.00
0.000.00
0.00
299.45
0.00
.
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
37.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
38.0
0.0
0.0
0.00
0.00
0.00
0.00
299.45
0.00
0
39=FLOWS
00
0.0
0.00
0.00
0.00
0.00
299.45
0.00
PE
13.3
2.9
300.301
1 2.9
1000-0072-dra.xis
0.00 indicates initat condition Exhibit D-1
EXHIBIT E-1
DRAINAGE CALCULATIONS FROM
COPY CORNER DEVELOPMENT DRAINAGE REPORT
DRAINAGE REPORT Page 4
FNB — Manuel Drive
College Station, Texas
TABLE 5 - Post -Development Peal: Runoff Values - Revised August 2003
0
Area/Location
Q10 Q25
(cfs) (cfs)
Q50
(cfs)
Q100
(cfs)
201
8.14 9.34
10.60
11.06
202, 203, 204
4.76 5.45
6.17
6.44
Inlets 2, 3 & 3a -out
3.00 3.19
3.41
3.49
205
1.14 1.30
1.47
1.54
Inlet 1 -out
0.80 0.84
0.89
0.91
206
1.71 1.95
2.21
2.30
Inlet 4 -out
0.57 0.59
0.61.
0.61
207
0.75 0.86
0.97
1.01
Inlet 6 -out
0.33 0.35
0.37
0.38
208
1.80 2.06
2.33
2.43
Inlet 5 -out
0.61 0.63
0.65
0.66
**Total into Storm Sewer
13.45 14.94
16.53
17.11
Out of Storm Sewer
13.29 14.71
16.17
16.91
209
0.58 0.66
0.75
0.78
*210
0.94 1.07
1.21
1.27
211
0.45 0.51
0.58
0.61
Pre -Development Total
15.47 17.73
20.11
20.99
Post -Development Total
15.26 16.95
18.71
19.57
*** 212
1.44 1.65
1.86
1.95
* Runoff from site into Texas Avenue R -O -W or adjacent property.
** Combined total flow from inlet detention ponds and from area 201.
*** Runoff from adjacent property into Existing Pipe A.
The area -capacity data, the depth -discharge data and the Storage Routing Analysis
Parameters for the proposed detention ponds are provided in Appendix B. The existing
24" storm sewer pipe functions as the detention pond outlet structure for the storm sewer
pipes.
The peak flow out of the detention facilities was determined by a Storage Routing Analysis
based on the Continuity Equation as follows:(I1+I2)+((2sl/dt)-01)=((2s2/dt)+02). The
time interval, dt, used was 1 minute. The calculations for the Storage Routing Analysis
and the results of the Storage Routing Analysis are provided in Appendix E. ID
As shown at the bottom of Table 5, the combined total flow from the project site for the
post -development condition is less than or equal to the pre -development peak flow for the
site for each storm event. The following comparison of the post -development peak runoff
from Area 210 to the pre -development peak runoff from Area 106 shows a decrease in the
runoff.
EXHIBIT F-1
DRAINAGE AREA MAP FROM
COPY CORNER DEVELOPMENT DRAINAGE REPORT
DRAINAGE REPORT Page 5
FNB — Manuel Drive
College Station, Texas
/
3.21 EIGSNIG12- _VORT
(ro 6E Rueolcn)
I PIPE 8 INLET INLET (PIPE 3
NO. 3 PIPE 5 PIPE 4 18" PIPE
12" PIPE 18" PIPE —> N0. 2
18° PIP
m
a <- Rab2yi91 �Fl.1,=29568 �v
pp Rk,�49b.41 4 \ / 1 Rat=29163
202 ( 202 204 T —
1
✓ v
J C.
} — I BOX 2
11 PIPE 1
24" PIPE
INLET
NO. 3A 3,000 IF. -211a FLOOR -
i
OLACHE 6.107 I.F.-1st FLOOR
T
OLPS POPOSED BUILDING 0.30 T
'I' FF = 29P.80 MSiWC iz' M�ERT � 1
1.300919
203 ,1 �. T. 6E RETIOAED)
9,107 S.F. S.FI.
S.F. ,COPY CORNER AGGIE BOOK STORE
0.19
_ LS�
_11
1\ T J
oT
PIPE 6
1206 I PIPE 91 IL
INLET 72" 3PIPE 10
NO. 4 i
29561 j
-�-� �OQ� ) I J I 12•z12• TIMIt INLET �I
1
NO.
� 6 I 1
I P j
�; 1 p E � T
� II � § A .7
jf I , � C� �cA,s�iatE6
� �� 444111111 I,
INLET 2V0 109
N0. 5 0.2
I `F
I
�I
i
III I i�
IN ET I
�_N . 1
I
PIPE 2 '
12" WIPE I I 1S
12' RA 29512 CI
24-x12• TEE
m -o I ,r III
PLE
50• HAACCESS R W
I (/J I
awucE EAm1ENr
I � I
II 11
EI951WC CONCRETE
H wO) (TO eE -� / TWO STORIJ SEWER
UN }'(
0 1 m as Arz
5_ 2.11, TO, PPE <
2
\�Dw.T tF) 2' M2315) E�n5119gri�,A�• PWS b•
ST ST ST �1e• . �(r STI
S T--
� E196R,G
S.iEx�TyN9YTSA - R OUt�-�11
i
i
-
E%I6TWG 6TOfW 6EWER
ST —
COST,NC STORY SEWER CFAm IMET
PROPOSED STOW SEWER IYFc =
PROPOSED STOR SEWER GRATE @RET
��--EE
❑O
WATER ROW WECmp
_-�IAIa.�T�
�- -`-299- —wrt
/
—`�
i
208
0.16
a
297—
2g Anusrtn ro oEsa1 auu)
299— —
\
i� 296- �-�r--
E1ISTfIC SUHD
E161 TiffATUOI( EEXIEMttI pF
-- �. _
__ �
—
�
- TEXAS
AVENUE
1F . 21
- ` -- -
115'
c6'
I /
I`
I�
I
II
�I
i
III I i�
IN ET I
�_N . 1
I
PIPE 2 '
12" WIPE I I 1S
12' RA 29512 CI
24-x12• TEE
m -o I ,r III
PLE
50• HAACCESS R W
I (/J I
awucE EAm1ENr
I � I
II 11
EI951WC CONCRETE
H wO) (TO eE -� / TWO STORIJ SEWER
UN }'(
0 1 m as Arz
5_ 2.11, TO, PPE <
2
\�Dw.T tF) 2' M2315) E�n5119gri�,A�• PWS b•
ST ST ST �1e• . �(r STI
S T--
� E196R,G
S.iEx�TyN9YTSA - R OUt�-�11
I
0
212 2,�4• NLT
_ RWT.2pA1 I I
I
20 10 0 20
SCALE IN FEET
LEGEND
PROJECT BO(RiDVtY
IXLS"TYiG CONTOUR -_
-
E%I6TWG 6TOfW 6EWER
ST —
COST,NC STORY SEWER CFAm IMET
PROPOSED STOW SEWER IYFc =
PROPOSED STOR SEWER GRATE @RET
��--EE
❑O
WATER ROW WECmp
_-�IAIa.�T�
�- -`-299- —wrt
/
—`�
EA,=RN� 9,IilAAT,
208
0.16
a
297—
2g Anusrtn ro oEsa1 auu)
299— —
\
i� 296- �-�r--
E1ISTfIC SUHD
E161 TiffATUOI( EEXIEMttI pF
-- �. _
__ �
—
�
- TEXAS
AVENUE
1F . 21
- ` -- -
115'
R.O.W.
I
0
212 2,�4• NLT
_ RWT.2pA1 I I
I
20 10 0 20
SCALE IN FEET
LEGEND
PROJECT BO(RiDVtY
IXLS"TYiG CONTOUR -_
-
E%I6TWG 6TOfW 6EWER
ST —
COST,NC STORY SEWER CFAm IMET
PROPOSED STOW SEWER IYFc =
PROPOSED STOR SEWER GRATE @RET
PROPOSED STOW SEWER JUNCIpN BOx
❑O
WATER ROW WECmp
DRADUGE AREA OODNOUTl
DmN AREA / ANo ACAEACE
208
0.16
a
VICINITY MAP
NOT TO SCALE
PROJECT
LOCATION
STORM SEWER PIPE DESIGN
PIPE SIZE LENGTH 1035
INLET OUTLET
NO. (IN) (FT) INVERT ELEV INVERT ELEV
ET
1 1 294.88 294. 0
2 295.25 295.12
3 6 95 97 9 38
4 295.63 295.38
5 18 660 0.35 295,91 295.68
6 12 55.6 0.50 295.55 295.30
712 48.41 0.50 1 9
8 96 5 6
9 3
2 1/4' aA HOLE (TW) 2 1/4' dI HOLE (TW)
0 0
O
O�O I O O
IY wE ls' TrE
TOTAL OPEN AREA -32 61' TOTAL OPDI MEA=40 IN
INLET 1 GRATE INLETS 2. 3 &
NTS 3A GRATES NTS
2 1/4' OIA HOLE (TW) 2 i/4' DIA
Hae (TW)
rK r0
rw
- o 0 o d
TOTAL OPEN IIiT TOTAL OPEN WINLET 4 GRATE INLET 5 GRATE
NTS NTS
2 1/4'O4h HOLE (TW)
1i r i
TOTAL OPEN MEA -16 10
INLET 6 GRATE
NTS
(n
z
0
In
fIf
Z O
w �
� F
w Un (n
w w
EL > w
O Z CO
J - w
> - _j
w O
� S U
W 2 Q�,
d W Z
0 O oa
w Q O
> W/�1� U
W 0 i W
o Q W
I- Z 0,
a U
EXHIBIT
B
AUGUST 2003
EXCERPT FROM TxDOT DRAINAGE
REPORT FOR TEXAS AVENUE
DRAINAGE REPORT Page 6
FNB — Manuel Drive
College Station, Texas
@4 1 0
C1
@2
D100_ -- r
0)
D7 8
- - - - - - - -- - - -
----------------------
--------------
E 3
----------
2J
P R E -HMARY
DRAINAGE AREAS LEFT SIDE
D. A.
NO.
AREA
(AC)
Q
(CFS) REMARKS
C3
0.91
5.94
C2
0.23
1.47
C1
0.59
3.87
-6100
0.43
2.99
E2
05
7.28
D1
-1.11
7.68 1
E4
0. 47-11.
79
63
--64
1 . 17
4.50
E7A
2.50
9.62
D5
1.31
7.04
D6
0.38
1.47
D7
2. 77
6.83
D8
-E 73
7.30
D9
3.23
7.56
DIO
--611
0.73
1.97
)l IA
0.52
3.60
611A
--612
0.23
1.50
W
A7, t
-.31
2.02
D13
0.41
2.68
D13A
-614
0.14
-0.
0.89
40
2.64
ALL Q's ARE DERIVED FROM A DESIGN FREQUENCY OF FIVE YEARS.
DRAINAGE AREAS RIGHT SIDE
NO.
A(AC)A
(CQFS)
B7
0. 79
5.43
88
0.60
4.14
STATE DIST.
COUNTY
----------- --------
E 1
0.43
2.99
E2
0. 74
5. 13
E3
0.28
1.95
E4
0.75
5.22
E5
E6
0.95
0.45
6.97
3.29 1
E7A
1.55
10.75
E7B
1.09
7.53
E8
0.44
3.23
E8A
0.37
2.54
E9A
E9B
0.68
0.26
4.72
1.80
TROY A. ROTHER
? ...............................
@ 2003 Texas Deportment
of Transportation
STORM SEWER
D
SHEET 2 OF 4
F'RD --FS.E-ET
'V: NO: PROJECT NO.
1),
B)------
E9.
27
STATE DIST.
COUNTY
----------- --------
I BRAZOS
(E -7-A-)
KO)
------------------
0 F
z
A
D -1-3A ------- L
TROY A. ROTHER
? ...............................
1 A. 91978
)l IA
0 !10ENS
11 �SSION ...... C,
W
A7, t
7-- -
D Vl' Dt
( 7
t-IiV= �33
-rTl --3 V
@ 2003 Texas Deportment
of Transportation
STORM SEWER
DRAINAGE AREA MAP
SHEET 2 OF 4
F'RD --FS.E-ET
'V: NO: PROJECT NO.
1),
B)------
E9.
27
STATE DIST.
COUNTY
----------- --------
I BRAZOS
(E -7-A-)
----
------------------
0 F
TROY A. ROTHER
? ...............................
1 A. 91978
0 !10ENS
11 �SSION ...... C,
W
A7, t
@ 2003 Texas Deportment
of Transportation
STORM SEWER
DRAINAGE AREA MAP
SHEET 2 OF 4
F'RD --FS.E-ET
'V: NO: PROJECT NO.
1),
NUMBER
6 cc:jj
27
STATE DIST.
COUNTY
TEXAS BRYAN
I BRAZOS
1*4*46 11,011 Boom
DETAIL OF DRAIN BASIN
AS MANUFACTURED BY ADS, INC.
DRAINAGE REPORT Page 7
FNB — Manuel Drive
College Station, Texas
Cast iron grates
available:*
• Standard H-20
• Perforated
• Solid
• Locking
• Pedestrian
• 30"= standard only
IE 18" —)
6" min
E
E
E
o
N '
a
C
a
C
M
T
6" min -----'------
18" PRODUCT NUMBERS
2818AG Specify adapter type and size
for multiple 4"-6"-8"-10"-12"-15"
or up to two 18" inlets/outlets.
Variable height (up to 10') and
adapter elevations.
Approx. Weight (Basin only): 80 lbs.
Approx. Weight (Grate only): 80 lbs.
Any height available.
Priced per foot or
fraction thereof.
Contact ADS for details.
t�A
24": 6" min
30": 11" min
1
1
B
1
1
24":6"min -----I------
30": 10" min
t
24" and 30"DRAIN BASINS
A B
24": 24" 36" standard, 120" maximum
30": 30" 48" standard, 120" maximum
24" PRODUCT NUMBERS
2824AG Specify adapter type and size
for multiple 4"-6"-8"-10"-12"-15"-18"
or up to two 24" inlets/outlets.
Variable height (up to 10') and
adapter elevations.
Approx. Weight (Basin only): 109 lbs.
Approx. Weight (Grate only); 152 lbs:
30" PRODUCT NUMBERS
2830AG Specify adapter type and size for
multiple 4"-6"-8"-10"-12"-15"-18"-24"
or up to two 30" inlets/outlets.
Variable height (up to 10') and
adapter elevations.
Approx. Weight (Basin only): 230 lbs. (min.)
Approx. Weight (Grate only): 187 lbs.
Drain Basin
Size
2912AG
12"
2915AG
15"
2918AG
18"
2924AG
24"
IE 18" —)
6" min
E
E
E
o
N '
a
C
a
C
M
T
6" min -----'------
18" PRODUCT NUMBERS
2818AG Specify adapter type and size
for multiple 4"-6"-8"-10"-12"-15"
or up to two 18" inlets/outlets.
Variable height (up to 10') and
adapter elevations.
Approx. Weight (Basin only): 80 lbs.
Approx. Weight (Grate only): 80 lbs.
Any height available.
Priced per foot or
fraction thereof.
Contact ADS for details.
t�A
24": 6" min
30": 11" min
1
1
B
1
1
24":6"min -----I------
30": 10" min
t
24" and 30"DRAIN BASINS
A B
24": 24" 36" standard, 120" maximum
30": 30" 48" standard, 120" maximum
24" PRODUCT NUMBERS
2824AG Specify adapter type and size
for multiple 4"-6"-8"-10"-12"-15"-18"
or up to two 24" inlets/outlets.
Variable height (up to 10') and
adapter elevations.
Approx. Weight (Basin only): 109 lbs.
Approx. Weight (Grate only); 152 lbs:
30" PRODUCT NUMBERS
2830AG Specify adapter type and size for
multiple 4"-6"-8"-10"-12"-15"-18"-24"
or up to two 30" inlets/outlets.
Variable height (up to 10') and
adapter elevations.
Approx. Weight (Basin only): 230 lbs. (min.)
Approx. Weight (Grate only): 187 lbs.
Pelr�i, �m H� IQ
Inlet Area Slot Size (Min,) 1811 Inlet Area Slot Size (Min.)
standoid,
20,3 sq. in. 0-51 il Standard 1+20 Rated:
pI
Domed style:
98,7 sq, in, 1,101,
N/A NCA
1 d Standard:
l A Pedesirran H- 10 Rated:
( 4 29,7 sq, in, 0.43" l 87.6 sq, in. 375"
�td H 2
Domed style:
N/A N/A Pc4le�*,xl H-10
24" Standard H-20 dated:
12" & 15" Standard H-20 Rated: 161.1 sq. in. 1,25'
12": 62.7sq. in, 1.13"
15": 92'6 $q, in. 1.13„( JPedestrian H-10 Rated:
,
Pedestrian Fi- 10 Rated:J j 1252 sq� in, .375'
12": 51.0 sqin, 375
30" grates available in
15": 79.3 sq in. 375' Standard H-20 only,
A, (12" anti I S" grates arc square and
Gall for details,
hinged to base.)
Z'd, H,20 peak�moasl "-10 1 1 Sid.. H-20
Solid grates and locking styles are available in all size-, for an additional charge,
13
m
IN
Call ADS for this free CAD diskette
containing detailed product data,
specifications, and project layout
information.
ADVANCED DRAINAGE SYSTEMS, INC.
'i l 0 c r I
tIVERS10F DRIVF GOL(itAHUS, Oil 43921
800-821,6710 IYA/ W 0,1 . A 0 S, PIP F C 0 P
ZONE OFFICES
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MIDWEST /NORTHEAST
LONDON, OH
1-800-733-9554
SOUTHERN
FRANKLIN, TN
1-800-73,3-9987
WESTERN
WASHOUGAL, WA
1-800-733-8523
MANUFACTURING
FACILITY LOCATIONS
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