HomeMy WebLinkAboutDrainage ReportDRAINAGE REPORT
FOR
COMMERCE NATIONAL BANK
FITCH BRANCH
SITE IMPROVEMENTS
FEBRUARY 17, 2010
PREPARED FOR:
PEBBLE CREEK DEVELOPMENT CO.
4500 PEBBLE CREEK PARKWAY
COLLEGE STATION, TEXAS 77845
MBESI No. 10000151
10 .. 100 0 0
Ov 11'10
a:16
McCLURE & BROWNE ENGINEERING /SURVEYING, INC.
0 1008 Woodcreek Dr., Suite 103 • College Station, Tx. 77845 • (979) 693 -3838 Engineer Reg. No. F-458
1314 10th Street, Suite 210 • Huntsville, Tx. 77320 • (936) 294 -9749 Survey Reg. No. 101033 -00
DRAINAGE REPORT
FOR
COMMERCE NATIONAL BANK
FITCH BRANCH
SITE IMPROVEMENTS
FEBRUARY 17, 2010
PREPARED FOR:
PEBBLE CREEK DEVELOPMENT CO.
4500 PEBBLE CREEK PARKWAY
COLLEGE STATION, TEXAS 77845
MBESI No. 10000151
r * *.�2 t 7 /0 : r
J. DALE BROWNE, JR.
, r -0 81890 4 Q
McCLURE & BROWNE ENGINEERING /SURVEYING, INC.
1008 Woodcreek Dr., Suite 103 • College Station, Tx. 77845 • (979) 693 -3838
1314 10th Street, Suite 210 . Huntsville, Tx. 77320 • (936) 294 -9749
Engineer Reg. No. F -458
Survey Reg. No. 101033 -00
Section 3 — Project Location:
COMMERCE NATIONAL BANK PEBBLE CREEK
Stormwater Management Technical Design Summary Report
MBESI No. 10000151
PART 1— Executive Summary Report
Section 1 — Contact Information:
Project Designer:
Project Developer:
Section 4 — Hydrologic Characteristics:
McClure and Browne Engineering and Surveying, Inc.
1008 Woodcreek Drive, Suite 103
College Station, TX 77845
979 - 693 -3838
Pebble Creek Development Co.
4500 Pebble Creek Parkway
College Station, Texas 77845
Submittal Date: February 17, 2010
Section 2 — General Information:
This development is a single lot commercial development to be constructed in south College Station in
the Pebble Creek Center, Phase 1 Subdivision. The total area of the development is 0.96 acres.
The Commerce National Bank Pebble Creek Branch building will be located in south College Station at
the intersection of William D. Fitch Parkway and Lakeway Drive. The entire project site is located within
the city limits of College Station.
The project site is split into the Spring Creek and Alum Creek watersheds. 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. (Refer to Exhibit A — Excerpt from FEMA FIRM Map # 48041 CO205D, February 9, 2000).
The project site is mostly pasture land with a few scattered medium sized trees. Discharges from the site
will flow to two points of study as shown on the Existing and Proposed Drainage Area Maps in Exhibit B-
1 and B -2. Portions of the site will be conveyed to Point of Study "A ", a curb inlet on William D. Fitch,
via overland flow. The remainder of the site will be conveyed to Point of Study `B ", an existing box
culvert located near the intersection of Lakeway Drive and Venture Drive, via storm drain, channel flow,
and an existing drainage swale.
Stormwater Management Technical Design Summary Report
Commerce National Bank
Table 1: Pre- vs. Post - Developed Flow Rates at Point of Study "A"
Return Period
Pre - Developed
(cfs)
Post - Developed
(cfs)
Change
(cfs)
Change
( %)
2 -Year
7.01
5.51
-1.50
-21.40
5 -Year
10.88
7.88
-3.00
-27.57
10 -Year
13.63 -
9:55
-4.08
-29.93
25 -Year
15.92
10.92
-5.00
-31.41
50 -Year
19.11
12.84
-6.27
-32.81
100 -Year
21.83
14.48
-7.35
-33.67
Table 2: Pre- vs. Post - Developed Flow Rates at Point of Study "B"
Return Period
Pre - Developed
(cfs)
Post- Developed
(cfs)
Change
(cfs)
Change
( %)
2 -Year
55.42
57.91
2.49
4.49
5 -Year
89.96
93.75
3.79
4.21
10 -Year
114.93
119.66
4.73
4.12
25 -Year
135.86
141.37
5.51
4.06
50 -Year
165.20
171.81
6.61
4.00
100 -Year
190.32
197.87
7.55
3.97
Section 5 - Stormwater Management:
Per Section II.C.3.b.(3) of the Unified Stormwater Design Guidelines for the Cities of Bryan and College
Station, no detention will be necessary for the project site due to the size of the lot in question (0.96 ac.).
However; an analysis has been done to show that the current drainage structures will have the capacity for
any increase in runoff due to this development. Table 1 and Table 2 show Pre- vs. Post - Developed Flow
Rates at Point of Study "A" and Point of Study `B" respectively. Refer to Exhibit C - Hydraflow
Hydrograph Calculations for more detailed calculations at the points of discharge.
Stormwater from this project site will be conveyed by overland flow to Point of Study "A ". Stormwater
will be conveyed to Point of Study `B" via a storm drain system consisting of curb inlets, grate inlets, and
18" and 30" HDPE pipe. Exhibit B -3 - Drainage Area Map for Inlet and HGL Calculations shows a
delineation of drainage basins for all proposed storm drain inlets. Refer to Exhibit D - Hydraflow Storm
Sewers Calculations for storm drain system hydraulic grade line, inlet capacity, and velocity calculations.
Section 6 - Coordination and Permitting:
This development requires no separate coordination or permitting.
Stormwater Management Technical Design Summary Report
Commerce National Bank
Section 7 — Reference:
Exhibit A
Exhibit B -1
Exhibit B -2
Exhibit B -3
Exhibit C
Exhibit D
Exhibit E
Excerpt from FEMA FIRM
Pre - Developed Drainage Area Map for Peak Flow Analysis
Post - Developed Drainage Area Map for Peak Flow Analysis
Drainage Area Map for Inlet and HGL Calculations
Hydraflow Hydrograph Calculations
Hydraflow Storm Sewers Calculations
Technical Design Summary
Stormwater Management Technical Design Summary Report
Commerce National Bank
EXHIBIT A
Excerpt from FEMA FIRM
Stormwater Management Technical Design Summary Report
Commerce National Bank
Spring
Creek
66
ZONE AE
ek Tributary B
eek
Y
0
OF DETAILED STUDY
0
cc
z
NOTE: FEMA MAP PANEL NUMBER 48041CO205 D, MAP REVISED: February 9, 2000
SCALE: 1" = 1000'
0 500' 1000'
PROJECT
SITE
LIMIT OF
DETAILED
<<s STUDY
EXHIBIT "A"
EXCERPT FROM FEMA FIRM
COMMERCE NATIONAL BANK
COLLEGE STATION, BRAZOS COUNTY, TEXAS
McCLURE & BROWNE ENG /NEER /NG /SURVEY/NG, INC.
1008 Woodonrek DMA Suite 103, College Station, 7X 77845
(979) 693-3838 Fax (979) 693-2554
10000151 —FEMA.d wg
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Hydr
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Stormwater Management Technical Design Summary Report
Commerce National Bank
Watershed Model Schematic
Hydraflow HydrograPhs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
1 SCS Runoff Ex. POS A
2 SCS Runoff Pr. POS A
3 SCS Runoff Ex. POS B
4 SCS Runoff Pr. Basin 2A
5 SCS Runoff Pr. Basin 2B
6 Reach Tt to POS B
7 Combine Pr. POS B
Project 10000151- Hydrograph.gpw
Monday, Feb 15, 2010
HydrograPh Return Period Re
I-I- Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd.
No.
Hydrograph
type
(origin)
1
2
3
4
5
7
Inflow
hyd(s)
SCS Runoff
SCS Runoff
SCS Runoff
SCS Runoff
SCS Runoff
Reach
Combine
1 -yr
4
5, 6
Peak Outflow (cfs)
2 -yr
3 -yr
7.005
5.508
55.42
6.630
55.22
2.705
57.91
5 -yr
10 -yr
10.88
7.884
89.96
9.727
89.64
4.170
93.75
25 -yr
13.63
9.545
114.93
11.90
114.52
5.232
119.66
50 -yr
15.92
10.92
135.86
13.69
135.37
6.129
141.37
19.11
12.84
165.20
16.19
164.61
7.398
171.81
Proj. file: 10000151- Hydrograph.gpw
100 -yr
21.83
14.48
190.32
18.33
189.64
8.496
197.87
HydrograPh
Description
Ex. POS A
Pr. POS A
Ex. POS B
Pr. Basin 2A
Pr. Basin 2B
Tt to POS B
Pr. POS B
Monday, Feb 15, 2010
TR55 Tc Worksheet
Hyd. No. 1
Ex. POS A
Description
Sheet Flow
Manning's n -value
Flow length (ft)
Two -year 24 -hr precip. (in)
Land slope ( %)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope ( %)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope ( %)
Manning's n -value
Velocity (ft /s)
Flow length (ft)
Travel Time (min)
Total Travel Time, Tc
A
0.150
150.0
4.50
1.50
= 118.00
= 5.10
= Unpaved
=3.64
= 6.25
= 25.50
= 1.30
= 0.013
=5.09
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
B
0.011
0.0
0.00
0.00
C
0.011
0.0
0.00
0.00
= 12.82 + 0.00 + 0.00 = 12.82
0.00
0.00
Paved
0.00
0.00
0.00
0.00
0.015
0.00
0.00
0.00
Paved
0.00
= 0.54 + 0.00 + 0.00 = 0.54
0.00
0.00
0.00
0.015
0.00
0.0
Totals
( {0 })229.0 0.0
= 0.75 + 0.00 + 0.00 = 0.75
14.10 min
TR55 Tc Worksheet
Hyd. No. 3
Ex. POS B
Description
Sheet Flow
Manning's n -value
Flow length (ft)
Two -year 24 -hr precip. (in)
Land slope ( %)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope ( %)
Surface description
Average velocity (ft /s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope ( %)
Manning's n -value
Velocity (ft /s)
Flow length (ft)
Travel Time (min)
Total Travel Time, Tc
A
= 0.150
= 150.0
= 4.50
= 2.00
= 1224.00
= 2.10
= Unpaved
=2.34
= 28.00
= 22.50
= 1.50
= 0.150
=1.41
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
B
0.011
0.0
0.00
0.00
C
0.011
0.0
0.00
0.00
= 11.43 + 0.00 + 0.00 = 11.43
0.00
0.00
Paved
0.00
0.00
0.00
0.00
0.015
0.00
0.00
0.00
Paved
0.00
= 8 + 0.00 + 0.00 = 8.72
0.00
0.00
0.00
0.015
0.00
0.0
Totals
( {0 })790.0 0.0
= 9.35 + 0.00 + 0.00 = 9.35
29.50 min
TR55 Tc Worksheet
Hyd. No. 5
Pr. Basin 2B
Description
Sheet Flow
Manning's n -value
Flow length (ft)
Two -year 24 -hr precip. (in)
Land slope ( %)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope ( %)
Surface description
Average velocity (ft /s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope ( %)
Manning's n -value
Velocity (ft /s)
Flow length (ft)
Travel Time (min)
Total Travel Time, Tc
A
= 0.150
= 150.0
= 4.50
= 2.00
= 1224.00
= 2.10
= Unpaved
=2.34
= 28.00
= 22.50
= 1.40
= 0.150
=1.36
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
B
0.011
0.0
0.00
0.00
C
0.011
0.0
0.00
0.00
= 11.43
+ 0.00 + 0.00 = 11.43
0.00
0.00
Paved
0.00
0.00
0.00
0.00
0.015
0.00
0.00
0.00
Paved
0.00
= 8.72
+ 0.00 + 0.00 = 8.72
0.00
0.00
0.00
0.015
0.00
0.0
Totals
( {0 })790.0 0.0
= 9.68
+ 0.00 + 0.00 = 9.68
29.80 min
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd.
No.
Hydrograph Peak
type flow
(origin) (cfs)
Time
interval
(min)
Time
Peak
(min)
to Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
strge
(ft)
Total
used
(cuft)
Hydrograph
Description
1
SCS Runoff
7.005
1
730
27,703
Ex. POS A
2
SCS Runoff
5.508
1
724
17,799
Pr. POS A
3
SCS Runoff
55.42
1
741
289,939
Ex. POS B
4
SCS Runoff
6.630
1
724
20,970
Pr. Basin 2A
5
SCS Runoff
55.22
1
741
288,904
Pr. Basin 2B
6
Reach
2.705
1
737
20,951
4
Tt to POS B
7
Combine
57.91
1
741
309,855
5, 6
Pr. POS B
10000151-
Hydrograph.gpw
Return Period: 2 Year
Monday, Feb 15, 2010
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Monday, Feb 15, 2010
Hyd. No. 1
Ex. POS A
Hydrograph type = SCS Runoff Peak discharge = 7.005 cfs
Time to peak = 730 min
Storm frequency = 2 yrs Hyd. volume = 27,703 cult
Time interval = 1 min
Drainage area = 2.800 ac Curve number = 83*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.10 min
Total precip. = 4.50 in Distribution = Type III
Storm duration
= 24 hrs Shape factor = 484
Composite (Area /CN) = [(0.710 x 98) + (0.230 x 71) + (1.860 x 78)] / 2.800
Q (cfs)
8.00
6.00
4.00
2.00
0.00
720
0
120 240
Hyd No. 1
360
480
600
Ex. POS A
Hyd. No. 1 -- 2 Year
Q (cfs)
8.00
6.00
4.00
2.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 2
Pr. POS A
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
Hyd No. 2
= SCS Runoff
= 2 yrs
= 1 min
= 1.320 ac
= 0.0 %
= User
= 4.50 in
= 24 hrs
* Composite (Area /CN) = [(0.800 x 98) + (0.080 x 79) + (0.440 x 84)] / 1.320
Pr. POS A
Hyd. No. 2 -- 2 Year
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
0 120 240 360 480 600 720 840 960 1080 1200 1320
Monday, Feb 15, 2010
= 5.508 cfs
= 724 min
= 17,799 cult
= 92*
= Oft
= 6.00 min
= Type III
= 484
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
1440
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 3
Ex. POS B
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
* Composite (Area /CN) = [(4.530 x 94) + (4.010 x 95) + (17.070 x 71) + (8.000 x 78)] / 33.610
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240 360 480 600
Hyd No. 3
= SCS Runoff
= 2 yrs
= 1 min
= 33.610 ac
= 0.0 %
= TR55
= 4.50 in
= 24 hrs
Ex. POS B
Hyd. No. 3 -- 2 Year
720
840
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
960 1080
Monday, Feb 15, 2010
= 55.42 cfs
= 741 min
= 289,939 cuft
= 79*
= Oft
= 29.50 min
= Type III
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Monday, Feb 15, 2010
Hyd. No. 4
Pr. Basin 2A
Hydrograph type = SCS Runoff Peak discharge = 6.630 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 20,970 cuft
Drainage area = 1.700 ac Curve number = 89*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 4.50 in Distribution = Type 111
Storm duration = 24 hrs Shape factor = 484
Composite (Area /CN) = [(0.640 x 98) + (0.150 x 79) + (0.910 x 84)] / 1.700
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0
120
Hyd No. 4
240
360
480
Pr. Basin 2A
Hyd. No. 4 -- 2 Year
600
720
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
840 960 1080 1200 1320 1440
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Monday, Feb 15, 2010
Hyd. No. 5
Pr. Basin 2B
Hydrograph type = SCS Runoff Peak discharge = 55.22 cfs
Storm frequency = 2 yrs Time to peak = 741 min
Time interval = 1 min Hyd. volume = 288,904 cuft
Drainage area = 33.490 ac Curve number = 79*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 29.80 min
Total precip. = 4.50 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
* Composite (Area /CN) = [(4.530 x 94) + (4.010 x 95) + (0.250 x 98) + (8.000 x 78) + (16.700 x 71)] / 33.490
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
Hyd No. 5
Pr. Basin 2B
Hyd. No. 5 -- 2 Year
0 120 240 360 480 600 720 840
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Monday, Feb 15, 2010
Hyd. No. 6
Tt to POS B
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Reach length
Manning's n
Side slope
Rating curve x
Ave. velocity
Modified Att -Kin routing method used.
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
= Reach
= 2 yrs
= 1 min
= 4 - Pr. Basin 2A
= 1650.0 ft
= 0.150
= 4.0:1
= 0.356
= 0.68 ft/s
Tt to POS B
Hyd. No. 6 -- 2 Year
Peak discharge
Time to peak
Hyd. volume
Section type
Channel slope
Bottom width
Max. depth
Rating curve m
Routing coeff.
= 2.705 cfs
= 737 min
= 20,951 cuft
= Trapezoidal
= 1.4 %
= 6.0 ft
= 2.O ft
= 1.281
= 0.0310
Hyd No. 6 Hyd No. 4
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Monday, Feb 15, 2010
Hyd. No. 7
Pr. POS B
Hydrograph type
Storm frequency
Time interval
Inflow hyds.
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0
Hyd No. 7
= Combine
= 2 yrs
= 1 min
= 5, 6
Pr. POS B
Hyd. No. 7 -- 2 Year
=.J
Hyd No. 5 Hyd No. 6
Peak discharge = 57.91 cfs
Time to peak = 741 min
Hyd. volume = 309,855 cuft
Contrib. drain. area = 33.490 ac
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
10.88
1
730
43,475
Ex. POS A
2
SCS Runoff
7.884
1
724
26,022
Pr. POS A
3
SCS Runoff
89.96
1
740
470,785
Ex. POS B
4
SCS Runoff
9.727
1
724
31,370
Pr. Basin 2A
5
SCS Runoff
89.64
1
740
469,104
Pr. Basin 2B
6
Reach
4.170
1
735
31,352
4
Tt to POS B
7
Combine
93.75
1
740
500,456
5, 6
Pr. POS B
10000151 - Hydrograph.gpw
Return Period: 5 Year
Monday, Feb 15, 2010
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Monday, Feb 15, 2010
Hyd. No. 1
Ex. POS A
Hydrograph type = SCS Runoff Peak discharge = 10.88 cfs
Storm frequency = 5 yrs Time to peak = 730 min
Time interval = 1 min Hyd. volume = 43,475 cuft
Drainage area = 2.800 ac Curve number = 83*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.10 min
Total precip. = 6.20 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Composite (Area /CN) = [(0.710 x 98) + (0.230 x 71) + (1.860 x 78)] / 2.800
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00
1
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1
Ex. POS A
Hyd. No. 1 -- 5 Year
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Monday, Feb 15, 2010
Hyd. No. 2
Pr. POS A
Hydrograph type = SCS Runoff Peak discharge = 7.884 cfs
Storm frequency = 5 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 26,022 cuft
Drainage area = 1.320 ac Curve number = 92*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 6.20 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Composite (Area /CN) = [(0.800 x 98) + (0.080 x 79) + (0.440 x 84)] / 1.320
Q (cfs)
8.00
6.00
4.00
2.00
0.00
0
120
Hyd No. 2
240
360
480
Pr. POS A
Hyd. No. 2 -- 5 Year
600
720 840
Q (cfs)
8.00
6.00
4.00
2.00
0.00
960 1080 1200 1320 1440
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No 3
Ex. POS B
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Composite (Area /CN) = [(4.530 x 94) + (4.010 x 95) + (17.070 x 71) + (8.000 x 78)] / 33.610
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 3
= SCS Runoff
= 5 yrs
= 1 min
= 33.610 ac
= 0.0 %
= TR55
= 6.20 in
= 24 hrs
360
480
600
Ex. POS B
Hyd. No. 3 -- 5 Year
720
840
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Monday, Feb 15, 2010
= 89.96 cfs
= 740 min
= 470,785 cuft
= 79*
= Oft
= 29.50 min
= Type III
= 484
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 4
Pr. Basin 2A
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Composite (Area /CN) = [(0.640 x 98) + (0.150 x 79) + (0.910 x 84)] / 1.700
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00
1
{
= SCS Runoff
= 5 yrs
= 1 min
= 1.700 ac
= 0.0 %
= User
= 6.20 in
= 24 hrs
Pr. Basin 2A
Hyd. No. 4 -- 5 Year
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Monday, Feb 15, 2010
= 9.727 cfs
= 724 min
= 31,370 cult
= 89*
= Oft
= 6.00 min
= Type III
= 484
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Monday, Feb 15, 2010
Hyd. No. 5
Pr. Basin 2B
Hydrograph type = SCS Runoff Peak discharge = 89.64 cfs
Storm frequency = 5 yrs Time to peak = 740 min
Time interval = 1 min Hyd. volume = 469,104 cuft
Drainage area = 33.490 ac Curve number = 79*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 29.80 min
Total precip. = 6.20 in Distribution = Type 111
Storm duration = 24 hrs Shape factor = 484
* Composite (Area /CN) = [(4.530 x 94) + (4.010 x 95) + (0.250 x 98) + (8.000 x 78) + (16.700 x 71)] / 33.490
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 5
360
480
600
Pr. Basin 2B
Hyd. No. 5 -- 5 Year
720
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 6
Tt to POS B
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Reach length
Manning's n
Side slope
Rating curve x
Ave. velocity
Modified Att -Kin routing method used.
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00
= Reach
= 5 yrs
= 1 min
= 4 - Pr. Basin 2A
= 1650.0 ft
= 0.150
= 4.0:1
= 0.356
= 0.74 ft/s
Tt to POS B
Hyd. No. 6 -- 5 Year
Peak discharge
Time to peak
Hyd. volume
Section type
Channel slope
Bottom width
Max. depth
Rating curve m
Routing coeff.
Monday, Feb 15, 2010
= 4.170 cfs
= 735 min
= 31,352 cult
= Trapezoidal
= 1.4%
= 6.0 ft
= 2.0 ft
= 1.281
= 0.0337
0
Hyd No. 6
Hyd No. 4
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 7
Pr. POS B
Hydrograph type
Storm frequency
Time interval
Inflow hyds.
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 7
= Combine
= 5 yrs
= 1 min
= 5, 6
360
480
Hyd No. 5
Pr. POS B
Hyd. No. 7 -- 5 Year
Peak discharge
Time to peak
Hyd. volume
Contrib. drain. area
Hyd No. 6
Monday, Feb 15, 2010
= 93.75 cfs
= 740 min
= 500,456 cuft
= 33.490 ac
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hvdrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. Hydrograph
No.
Peak
type flow
(origin) (cfs)
Time
interval
(min)
Time
Peak
(min)
to Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
strge
(ft)
Total
used
(cuft)
Hydrograph
Description
Ex. POS A
1 SCS
Runoff
13.63
1
730
54,950
Pr. POS A
2 SCS
Runoff
9.545 ,
1
724
31,871
3
SCS Runoff
114.93
1
740
604,148
Ex. POS B
4
SCS Runoff
11.90
1
724
38,813
Pr. Basin 2A
5
SCS Runoff
114.52
1
740
601,992
Pr. Basin 2B
6
Reach
5.232
1
735
38,796
4
Tt to POS B
7
Combine
119.66
1
740
640,787
5, 6
Pr. POS B
10000151-
Hydrograph.gpw
Return Period: 10 Year
Monday, Feb 15, 2010
Hvdrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No 1
Ex. POS A
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0 120 240 360
Hyd No. 1
= SCS Runoff
= 10 yrs
= 1 min
= 2.800 ac
= 0.0 %
= TR55
= 7.40 in
= 24 hrs
* Composite (Area /CN) = [(0.710 x 98) + (0.230 x 71) + (1.860 x 78)] / 2.800
480
600
Ex. POS A
Hyd. No. 1 - -10 Year
720
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Monday, Feb 15, 2010
= 13.63 cfs
= 730 min
= 54,950 cuft
= 83*
= Oft
= 14.10 min
= Type III
= 484
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 2
Pr. POS A
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Composite (Area /CN) = [(0.800 x 98) + (0.080 x 79) + (0.440 x 84)] / 1.320
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00
= SCS Runoff
= 10 yrs
= 1 min
= 1.320 ac
= 0.0 %
= User
= 7.40 in
= 24 hrs
Pr. POS A
Hyd. No. 2 -- 10 Year
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Monday, Feb 15, 2010
= 9.545 cfs
= 724 min
= 31,871 cuft
= 92*
= Oft
= 6.00 min
= Type III
= 484
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Monday, Feb 15, 2010
Hyd. No. 3
Ex. POS B
Hydrograph type = SCS Runoff Peak discharge = 114.93 cfs
Storm frequency = 10 yrs Time to peak = 740 min
Time interval = 1 min Hyd. volume = 604,148 cuft
Drainage area = 33.610 ac Curve number = 79*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 29.50 min
Total precip. = 7.40 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
* Composite (Area /CN) = [(4.530 x 94) + (4.010 x 95) + (17.070 x 71) + (8.000 x 78)] / 33.610
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00
Hyd No. 3
Ex. POS B
Hyd. No. 3 -- 10 Year
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Monday, Feb 15, 2010
Hyd. No. 4
Pr. Basin 2A
Hydrograph type = SCS Runoff Peak discharge = 11.90 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 38,813 cuft
Drainage area = 1.700 ac Curve number = 89*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 7.40 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
* Composite (Area /CN) = [(0.640 x 98) + (0.150 x 79) + (0.910 x 84)] / 1.700
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0
120
Hyd No. 4
240
360 480
Pr. Basin 2A
Hyd. No. 4 -- 10 Year
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00
600 720 840 960 1080 1200 1320 1440
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Monday, Feb 15, 2010
Hyd. No 5
Pr. Basin 2B
Hydrograph type = SCS Runoff Peak discharge = 114.52 cfs
= 10 yrs Time to peak = 740 min
Time interrval val = 1 min Storm frequency Hyd. volume = 601,992 cuft
Time
Drainage area = 33.490 ac Curve number = 79*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 29.80 min
Total precip. = 7.40 in Distribution = Type 111
Storm duration = 24 hrs Shape factor = 484
Composite (Area /CN) = [(4.530 x 94) + (4.010 x 95) + (0.250 x 98) + (8.000 x 78) + (16.700 x 71)] / 33.490
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0
120
240
Hyd No. 5
360 480
Pr. Basin 2B
Hyd. No. 5 -- 10 Year
600
720
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Monday, Feb 15, 2010
Hyd. No. 6
Tt to POS B
Hydrograph type = Reach Peak discharge = 5.232 cfs
= 10 yrs Time to peak = 735 min
Storm frequency y Hyd. volume = 38,796 cuft
Time interval = 1 min y
Inflow hyd. No. = 4 - Pr. Basin 2A Section type = = Trapezoidal
Reach length = 1650.0 ft Channel slope 1 . 4 %
= 0.150 Bottom width = 6.0 ft
Manning's n Max. depth = 2.0 ft
Side slope = 4.0:1
Rating curve x = 0.356 Rating curve m = 1.281
Ave. velocity = 0.77 ft/s Routing coeff. = 0.0352
Modified Att -Kin routing method used.
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
- 0.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Time (min)
Hyd No. 6
Hyd No. 4
Tt to POS B
Hyd. No. 6 - -10 Year
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
HydrograPh Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No 7
Pr. POS B
Hydrograph type = Combine
Storm frequency = 10 yrs
Time interval = 1 min
Inflow hyds. = 5, 6
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0
120
240
Hyd No. 7
360
480
Hyd No. 5
Pr. POS B
Hyd. No. 7 -- 10 Year
600
Peak discharge
Time to peak
Hyd. volume
Contrib. drain. area
Hyd No. 6
Monday, Feb 15, 2010
= 119.66 cfs
= 740 min
= 640,787 cuft
= 33.490 ac
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)
- -J - v •
Hyd. Hydrograph
No.
Peak
type flow
(origin) (cfs)
Time
interval
(min)
Time
Peak
(min)
to Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
strge
(ft)
Total
used
(cult)
Hydrograph
Description
Ex. POS A
1 SCS
Runoff
15.92
1
730
64,644
Pr. POS A
2 SCS
Runoff
10.92
1
724
36,762
Ex. POS B
3 SCS
Runoff
135.86
1
740
717,556
Pr. Basin 2A
4 SCS
Runoff
13.69
1
724
45,053
Pr. Basin 2B
5
SCS Runoff
135.37
1
740
714,993
Tt to POS B
6
Reach
6.129
1
734
45,037
4
Pr. POS B
7
Combine
141.37
1
740
760,031
5, 6
10000151-
Hydrograph.gpw
Return Period: 25 Year
Monday, Feb 15, 2010
rash Summary Report
flow H Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Monday, Feb 15, 2010
Hyd. No. 1
Ex. POS A
Hydrograph type = SCS Runoff Peak discharge = 15.92 cfs
= 25 yrs Time to peak = 730 min
Storm frequency y Hyd. interval = 1 min H d. volume = 64,644 cuft
Drainage area = 2.800 ac Curve number = 83*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.10 min
Total precip. = 8.40 in Distribution = Type III
Storm duration
= 24 hrs Shape factor = 484
Composite (Area /CN) = [(0.710 x 98) + (0.230 x 71) + (1.860 x 78)] / 2.800
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00
1
0
120
240
Hyd No. 1
360
480
Ex. POS A
Hyd. No. 1 -- 25 Year
600
720
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Monday, Feb 15, 2010
Hyd. No 2
Pr. POS A
Hydrograph type = SCS Runoff Peak discharge = 10.92 cfs
= 25 yrs Time to peak = 724 min
Storm frequency y
Time interval = 1 min Hyd. volume = 36,762 cuft
Drainage area = 1.320 ac Curve number = 92
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 8.40 in Distribution = Type III
Storm duration
= 24 hrs Shape factor = 484
Composite (Area /CN) = [(0.800 x 98) + (0.080 x 79) + (0.440 x 84)] / 1.320
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
Pr. POS A
Hyd. No. 2 -- 25 Year
Hyd No. 2
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 144
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 3
Ex. POS B
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0
120
240
Hyd No. 3
= SCS Runoff
= 25 yrs
= 1 min
= 33.610 ac
= 0.0 %
= TR55
= 8.40 in
= 24 hrs
* Composite (Area /CN) = [(4.530 x 94) + (4.010 x 95) + (17.070 x 71) + (8.000 x 78)] / 33.610
360
480
600
Ex. POS B
Hyd. No. 3 -- 25 Year
720
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Monday, Feb 15, 2010
= 135.86 cfs
= 740 min
= 717,556 cuft
= 79*
= Oft
= 29.50 min
= Type III
= 484
Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 4
Pr. Basin 2A
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0
120
Hyd No. 4
240
= SCS Runoff
= 25 yrs
= 1 min
= 1.700 ac
= 0.0 %
= User
= 8.40 in
= 24 hrs
* Composite (Area /CN) = [(0.640 x 98) + (0.150 x 79) + (0.910 x 84)] / 1.700
360
480
Pr. Basin 2A
Hyd. No. 4 -- 25 Year
600
720
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Monday, Feb 15, 2010
= 13.69 cfs
= 724 min
= 45,053 cuft
= 89*
= Oft
= 6.00 min
= Type III
= 484
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
840 960 1080 1200 1320 1440
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 5
Pr. Basin 2B
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 120 240
Hyd No. 5
= SCS Runoff
= 25 yrs
= 1 min
= 33.490 ac
= 0.0 %
= TR55
= 8.40 in
= 24 hrs
360
480
Pr. Basin 2B
Hyd. No. 5 -- 25 Year
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
* Composite (Area /CN) = [(4.530 x 94) + (4.010 x 95) + (0.250 x 98) + (8.000 x 78) + (16.700 x 71)] / 33.490
Monday, Feb 15, 2010
= 135.37 cfs
= 740 min
= 714,993 cult
= 79*
= Oft
= 29.80 min
= Type III
= 484
Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 6
Tt to POS B
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Reach length
Manning's n
Side slope
Rating curve x
Ave. velocity
Modified Att -Kin routing method used.
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0 120 240 360 480
Hyd No. 6
= Reach
= 25 yrs
= 1 min
= 4 - Pr. Basin 2A
= 1650.0 ft
= 0.150
= 4.0:1
= 0.356
= 0.79 ft/s
Hyd No. 4
Tt to POS B
Hyd. No. 6 -- 25 Year
Peak discharge
Time to peak
Hyd. volume
Section type
Channel slope
Bottom width
Max. depth
Rating curve m
Routing coeff.
Monday, Feb 15, 2010
= 6.129 cfs
= 734 min
= 45,037 cuft
= Trapezoidal
= 1.4 %
= 6.0 ft
= 2.0 ft
= 1.281
= 0.0363
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 7
Pr. POS B
Hydrograph type
Storm frequency
Time interval
Inflow hyds.
Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
= Combine
= 25 yrs
= 1 min
= 5,6
0 120 240 360
Hyd No. 7
480
600
Hyd No. 5
Pr. POS B
Hyd. No. 7 -- 25 Year
720
840
Peak discharge
Time to peak
Hyd. volume
Contrib. drain. area
Hyd No. 6
Monday, Feb 15, 2010
= 141.37 cfs
= 740 min
= 760,031 cuft
= 33.490 ac
Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd.
No.
Hydrograph Peak
type flow
(origin) (cfs)
Time
interval
(min)
Time
Peak
(min)
to Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
strge
(ft)
Total
used
(cuft)
Hydrograph
Description
1
SCS Runoff
19.11
1
730
78,353
Ex. POS A
2
SCS Runoff
12.84
1
724
43,625
Pr. POS A
3
SCS Runoff
165.20
1
740
878,748
Ex. POS B
4
SCS Runoff
16.19
1
724
53,828
Pr. Basin 2A
5
SCS Runoff
164.61
1
740
875,611
Pr. Basin 2B
6
Reach
7.398
1
734
53,813
4
Tt to POS B
7
Combine
171.81
1
740
929,423
5, 6
Pr. POS B
10000151-
Hydrograph.gpw
Return Period: 50 Year
Monday, Feb 15, 2010
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 1
Ex. POS A
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
0
120
Hyd No. 1
240
= SCS Runoff
= 50 yrs
= 1 min
= 2.800 ac
= 0.0 %
= TR55
= 9.80 in
= 24 hrs
* Composite (Area /CN) = [(0.710 x 98) + (0.230 x 71) + (1.860 x 78)] / 2.800
360
480
600
Ex. POS A
Hyd. No. 1 -- 50 Year
720
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Monday, Feb 15, 2010
= 19.11 cfs
= 730 min
= 78,353 cuft
= 83*
= Oft
= 14.10 min
= Type III
= 484
1
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No 2
Pr. POS A
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
* Composite (Area /CN) = [(0.800 x 98) + (0.080 x 79) + (0.440 x 84)] / 1.320
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 2
= SCS Runoff
= 50 yrs
= 1 min
= 1.320 ac
= 0.0 %
= User
= 9.80 in
= 24 hrs
Pr. POS A
Hyd. No. 2 -- 50 Year
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Monday, Feb 15, 2010
= 12.84 cfs
= 724 min
= 43,625 cuft
= 92*
= Oft
= 6.00 min
= Type III
= 484
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 3
Ex. POS B
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Composite (Area /CN) = [(4.530 x 94) + (4.010 x 95) + (17.070 x 71) + (8.000 x 78)] / 33.610
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 120 240
Hyd No. 3
= SCS Runoff
= 50 yrs
= 1 min
= 33.610 ac
= 0.0 %
= TR55
= 9.80 in
= 24 hrs
360
480
600
Ex. POS B
Hyd. No. 3 -- 50 Year
720
840
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Monday, Feb 15, 2010
= 165.20 cfs
= 740 min
= 878,748 cuft
= 79*
= Oft
= 29.50 min
= Type 111
= 484
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 4
Pr. Basin 2A
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
* Composite (Area /CN) = [(0.640 x 98) + (0.150 x 79) + (0.910 x 84)] / 1.700
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 4
= SCS Runoff
= 50 yrs
= 1 min
= 1.700 ac
= 0.0 %
= User
= 9.80 in
= 24 hrs
Pr. Basin 2A
Hyd. No. 4 -- 50 Year
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Monday, Feb 15, 2010
= 16.19 cfs
= 724 min
= 53,828 cuft
= 89*
= Oft
= 6.00 min
= Type III
= 484
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 5
Pr. Basin 2B
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
* Composite (Area /CN) = [(4.530 x 94) + (4.010 x 95) + (0.250 x 98) + (8.000 x 78) + (16.700 x 71)] / 33.490
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0
120
240
Hyd No. 5
= SCS Runoff
= 50 yrs
= 1 min
= 33.490 ac
= 0.0 %
= TR55
= 9.80 in
= 24 hrs
360
480
600
Pr. Basin 2B
Hyd. No. 5 -- 50 Year
720
840
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Monday, Feb 15, 2010
= 164.61 cfs
= 740 min
= 875,611 cuft
= 79*
= Oft
= 29.80 min
= Type III
= 484
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 6
Ttto POS B
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Reach length
Manning's n
Side slope
Rating curve x
Ave. velocity
Modified Att -Kin routing method used.
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00
0 120 240 360
Hyd No. 6
= Reach
= 50 yrs
= 1 min
= 4 - Pr. Basin 2A
= 1650.0 ft
= 0.150
= 4.0:1
= 0.356
= 0.82 ft/s
480
600
Hyd No. 4
Tt to POS B
Hyd. No. 6 -- 50 Year
720 840
Peak discharge
Time to peak
Hyd. volume
Section type
Channel slope
Bottom width
Max. depth
Rating curve m
Routing coeff.
Monday, Feb 15, 2010
= 7.398 cfs
= 734 min
= 53,813 cult
= Trapezoidal
= 1.4%
= 6.0 ft
= 2.O ft
= 1.281
= 0.0376
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00
960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 7
Pr. POS B
Hydrograph type
Storm frequency
Time interval
Inflow hyds.
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
= Combine
= 50 yrs
= 1 min
= 5, 6
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7
Hyd No. 5
Pr. POS B
Hyd. No. 7 -- 50 Year
Peak discharge
Time to peak
Hyd. volume
Contrib. drain. area
Hyd No. 6
Monday, Feb 15, 2010
= 171.81 cfs
= 740 min
= 929,423 cuft
= 33.490 ac
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. Hydrograph
No.
Peak
type flow
(origin) (cfs)
Time
interval
(min)
Time
Peak
(min)
to Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
strge
(ft)
Total
used
(cuft)
Hydrograph
Description
1
SCS Runoff
21.83
1
730
90,196
Ex. POS A
2
SCS Runoff
14.48
1
724
49,518
Pr. POS A
3
SCS Runoff
190.32
1
740
1,018,545
Ex. POS B
4
SCS Runoff
18.33
1
724
61,375
Pr. Basin 2A
5
SCS Runoff
189.64
1
740
1,014,909
Pr. Basin 2B
6
Reach
8.496
1
734
61,359
4
Tt to POS B
7
Combine
197.87
1
740
1,076,269
5, 6
Pr. POS B
•
10000151-
Hydrograph.gpw
Return Period: 100 Year
Monday, Feb 15, 2010
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Monday, Feb 15, 2010
Hyd. No. 1
Ex. POS A
Hydrograph type = SCS Runoff Peak discharge = 21.83 cfs
Storm frequency = 100 yrs Time to peak = 730 min
Time interval = 1 min Hyd. volume = 90,196 cuft
Drainage area = 2.800 ac Curve number = 83*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 14.10 min
Total precip. = 11.00 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Composite (Area /CN) = [(0.710 x 98) + (0.230 x 71) + (1.860 x 78)] / 2.800
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00
i
0 120 240
Hyd No. 1
360
480
Ex. POS A
Hyd. No. 1 -- 100 Year
600
720
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Monday, Feb 15, 2010
Hyd. No. 2
Pr. POS A
Hydrograph type = SCS Runoff Peak discharge = 14.48 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 49,518 cuft
Drainage area = 1.320 ac Curve number = 92*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 11.00 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
* Composite (Area /CN) = [(0.800 x 98) + (0.080 x 79) + (0.440 x 84)] / 1.320
Q (cfs)
15.00
12.00
9.00
6.00
3.00
0.00
0
120
Hyd No. 2
240
360
480
Pr. POS A
Hyd. No. 2 -- 100 Year
600
720
840
960
1080 1200
Q (cfs)
15.00
12.00
9.00
6.00
3.00
0.00
1320 1440
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Monday, Feb 15, 2010
Hyd. No. 3
Ex. POS B
Hydrograph type = SCS Runoff Peak discharge = 190.32 cfs
Storm frequency = 100 yrs Time to peak = 740 min
Time interval = 1 min Hyd. volume = 1,018,545 cuft
Drainage area = 33.610 ac Curve number = 79*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 29.50 min
Total precip. = 11.00 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
* Composite (Area /CN) =1(4.530 x 94) + (4.010 x 95) + (17.070 x 71) + (8.000 x 78)] / 33.610
Q (cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
0 120 240 360
Hyd No. 3
480
600
Ex. POS B
Hyd. No. 3 -- 100 Year
720
Q (cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Monday, Feb 15, 2010
Hyd. No. 4
Pr. Basin 2A
Hydrograph type = SCS Runoff Peak discharge = 18.33 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 61,375 cuft
Drainage area = 1.700 ac Curve number = 89*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 11.00 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Composite (Area /CN) = [(0.640 x 98) + (0.150 x 79) + (0.910 x 84)] / 1.700
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
0
120
Hyd No. 4
240
360
480
Pr. Basin 2A
Hyd. No. 4 -- 100 Year
600
720
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
840 960 1080 1200 1320 1440
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Monday, Feb 15, 2010
Hyd. No 5
Pr. Basin 2B
Hydrograph type = SCS Runoff Peak discharge = 189.64 cfs
Storm frequency = 100 yrs Time to peak = 740 min
Time interval = 1 min Hyd. volume = 1,014,909 cuft
Drainage area = 33.490 ac Curve number = 79*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 29.80 min
Total precip. = 11.00 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Composite (Area /CN) = 1(4.530 x 94) + (4.010 x 95) + (0.250 x 98) + (8.000 x 78) + (16.700 x 71)] / 33.490
Q (cfs)
210.00
0
120
240
Hyd No. 5
360
Pr. Basin 2B
Hyd. No. 5 -- 100 Year
Q (cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 6
Tt to POS B
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Reach length
Manning's n
Side slope
Rating curve x
Ave. velocity
Modified Att -Kin routing method used.
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 6
= Reach
= 100 yrs
= 1 min
= 4 - Pr. Basin 2A
= 1650.0 ft
= 0.150
= 4.0:1
= 0.356
= 0.85 ft/s
Hyd No. 4
Tt to POS B
Hyd. No. 6 -- 100 Year
Peak discharge
Time to peak
Hyd. volume
Section type
Channel slope
Bottom width
Max. depth
Rating curve m
Routing coeff.
Monday, Feb 15, 2010
= 8.496 cfs
= 734 min
= 61,359 cuft
= Trapezoidal
= 1.4 %
= 6.O ft
= 2.0 ft
= 1.281
= 0.0386
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 7
Pr. POS B
Hydrograph type
Storm frequency
Time interval
Inflow hyds.
Q (cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
0
= Combine
= 100 yrs
= 1 min
= 5, 6
120 240 360
Hyd No. 7
480
600
Hyd No. 5
Pr. POS B
Hyd. No. 7 -- 100 Year
720
840
Peak discharge
Time to peak
Hyd. volume
Contrib. drain. area
Hyd No. 6
Monday, Feb 15, 2010
= 197.87 cfs
= 740 min
= 1,076,269 cuft
= 33.490 ac
Q (cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
960 1080 1200 1320 1440 1560
Time (min)
EXHIBIT D
Hydraflow Storm Sewers Calculations
Stormwater Management Technical Design Summary Report
Commerce National Bank
c
co
a
0
0
N
0
M
. 5
0
®
0
Q
0
O
Q
li.
c
O
.
C)
x
w
L
au
3
0)
E
4
.
co
3
0
4-
L
T
0
,
,
,
,
,
,
,
,
,
, ,
,
,
, ,
,
,
,
,
',
,
vw■ ■.. .. - - ■
Line Alignment
Flow Data Physical Data Line ID
No.
Dnstr Line Defi Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J -Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) ( %) (ft) (in) (n) (K) (ft)
1 End 150.000 - 136.943 MH 0.00 0.00 0.00 0.0 298.03 0.20 298.33 30 Cir 0.012 0.15 306.60 SD1.04
2 1 313.602 -0.456 DrGrt 0.00 0.52 0.95 6.0 298.43 0.20 299.06 30 Cir 0.012 1.50 306.39 SD1.03
3 2 121.428 0.205 Curb 0.00 0.20 0.95 6.0 300.06 0.20 300.30 18 Cir 0.012 1.50 304.30 SD1.02
4 3 177.924 - 90.167 DrGrt 0.00 0.63 0.95 6.0 300.40 0.55 301.37 18 Cir 0.012 1.00 305.36 SD1.01
5 2 71.460 - 89.320 Curb 0.00 0.35 0.95 6.0 302.45 0.99 303.16 18 Cir 0.012 1.00 307.16 SD2.01
Number of lines: 5 Date: 2/15/2010
Project File: SD.stm
Hydraflow Storm Sewers Extension v12.04
.—
a.)
al
co
a_
t
.—
a.)
al
co
a_
t
25 -Year Return Period
Stormwater Management Technical Design Summary Report
Commerce National Bank
•s-
CD
CD
63
0-
al euq
0
0
CO
0
0
CO
0
0
(0
0
0
CO
N
0
N
0
CO
Run Date: 2/15/2010
NOTES:Intensity = 89.00 / (Inlet time + 8.50) ^ 0.75; Return period =Yrs. 25 ; c = cir e = ellip b = box
Grnd / Rim Elev
do
0
CO
(0
O
co
0)
CO
(O
O
0
0
CO
4
co
0
CO
CO
O
co
CO
O
0
ua
O
0
co cri
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EXHIBIT E
Technical Design Summary
Stormwater Management Technical Design Summary Report
Commerce National Bank
Part 2 - Proiect Administration
Start (Page 2.1)
Engineering and Design Professionals Information
Engineering Firm Name and Address:
McClure & Browne Engineering /Surveying, Inc.
1008 Woodcreek Drive, Suite 103
College Station, Texas 77845
Jurisdiction
City: Bryan
X College Station
Date of Submittal: 2/17/2010
Lead Engineer's Name and Contact Info.(phone, e-mail, fax):
J. Dale Browne, Jr, P.E.
dbrowne @mcclurebrowne.com Ph: 979-693-3838 Fax: 979-693-2554
Other:
David A. Olson, E.I.T.
davido @mcclurebrowne.com
Supporting Engineering / Consulting Firm(s):
Other contacts:
Developer / Owner / Applicant Information
Developer / Applicant Name and Address:
Pebble Creek Development Co.
4500 Pebble Creek Parkway
College Station, Texas 77845
Phone and e-mail:
979- 690 -0992
Property Owner(s) if not Developer / Applicant (& address):
Phone and e-mail:
Project Identification
Development Name: Commerce National Bank Fitch Branch Site Improvements
Is subject property a site project, a single -phase subdivision, or part of a multi -phase subdivision?
Site Project If multi - phase, subject property is phase of .
Legal description of subject property (phase) or Project Area:
(see Section II, Paragraph B -3a) 0.96 Acres
Lot 1, Block 1
Pebble Creek Center, Phase 1
(Vol. 9467, Pg. 72)
If subject property (phase) is second or later phase of a project, describe general status of all
earlier phases. For most recent earlier phase Include submittal and review dates.
N/A
General Location of Project Area, or subject property (phase):
The project site is located at the intersection of William D. Fitch Parkway and Lakeway Drive in College Station,
Texas.
In City Limits?
Bryan: acres.
Extraterritorial Jurisdiction (acreage):
Bryan: College Station:
Acreage Outside ETJ:
College Station: 0 acres.
SECTION IX
STORMWATER DESIGN GUIDELINES Page 3 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2008
APPENDIX D - TECHNICAL DESIGN SUMMARY
Effective February 2007
Part 2 — Project Administration
Continued (page 2.2)
Project Identification (continued)
Roadways abutting or within Project Area or
subject property:
William D. Fitch Parkway
Lakeway Drive
Abutting tracts, platted land, or built
developments:
Remainder of 24.86 Acre Tract No. 3
Robert Stevenson Survey, A -
Named Regulatory Watercourse(s) & Watershed(s):
Spring Creek and Alum Creek
Tributary Basin(s):
Plat Information For Project or Subject Property (or Phase)
Preliminary Plat File #:
Final Plat File #: Date: / 14 / 2010
Status and Vol /Pg: Approved; Vol. 9467 Pg. 72
Name:
If two plats, second name: File #:
Status: Date:
Zoning Information For Project or Subject Property (or Phase)
Zoning Type: C -1 Existing or Proposed? Existing Case Code:
Case Date Status:
Zoning Type: Existing or Proposed? Case Code:
Case Date Status:
Stormwater Management Planning For Project or Subject Property (or Phase)
Planning Conference(s) & Date(s):
N/A
Participants:
Preliminary Report Required? No Submittal Date Review Date
Review Comments Addressed? Yes No In Writing? When?
Compliance With Preliminary Drainage Report. Briefly describe (or attach documentation
explaining) any deviation(s) from provisions of Preliminary Drainage Report, if any.
N/A
SECTION IX
STORMWATER DESIGN GUIDELINES Page 4 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2008
APPENDIX D - TECHNICAL DESIGN SUMMARY
Effective February 2007
Part 2 — Project Administration
Continued (page 2.3)
Coordination For Project or Subject Property (or Phase)
Note: For any Coordination of stormwater matters indicated below, attach documentation
describing and substantiating any agreements, understandings, contracts, or approvals.
Coordination
With Other
Departments of
Jurisdiction
City (Bryan or
College Station)
Dept.
Contact:
Date:
Subject:
Coordination With
Non jurisdiction
City Needed?
Yes No X
Summarize need(s) & actions taken (include contacts & dates):
Coordination with
Brazos County
Needed?
Yes No X
Summarize need(s) & actions taken (include contacts & dates):
Coordination with
TxDOT Needed?
Yes No X
Summarize need(s) & actions taken (include contacts & dates):
Coordination with
TAMUS Needed?
Yes No X
Summarize need(s) & actions taken (include contacts & dates):
Permits For Project or Subject Property (or Phase)
As to stormwater management, are permits required for the proposed work from any of the entities
listed below? If so, summarize status of efforts toward that objective in spaces below.
Entity
Permitted or
a
Approved .
Status of Actions (include dates)
US Army Crops of
Engineers
No X Yes
US Environmental
Protection Agency
No X Yes
Texas Commission on
Environmental Quality
No Yes X
No
A Storm Water Pollution Prevention Plan must be implemented
prior to start of construction according to TPDES General
Permit Number TXR150000.
Brazos River
Authority
No X Yes
SECTION IX
STORMWATER DESIGN GUIDELINES Page 5 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2008
APPENDIX D - TECHNICAL DESIGN SUMMARY
Effective February 2007
Part 3 — Property Characteristics
Start (Page 3.1)
Nature and Scope of Proposed Work
Existing: Land
proposed for development currently used, including extent of impervious cover?
currently undeveloped.
The project site is
Site
Development
Project
(select all
applicable)
Redevelopment of one
platted lot, or two or more
adjoining
undeveloped
proposed
platted lots.
X Building on a single platted
lot of undeveloped land.
land.
plat will not form
Building on two or more
include
platted adjoining Tots of
Building on a single lot,
or adjoining Tots, where
ROW dedication
a new street (but may
Other (explain):
to existing streets).
Subdivision
Development
Project
Construction of streets
and utilities to serve one
and utilities to serve one
pending plats.
or
or
more platted lots.
Construction of streets
more proposed Tots on
lands represented by
Describe
Nature and
Size of
Pro s osed
Site projects: building use(s),
approximate floor space, impervious cover ratio.
by general type of use, linear feet of streets and
a 4,658 SF bank building with associated parking and
project will add 31,767 SF impervious cover (76% Total
Subdivisions: number of lots
drainage easements or ROW.
Project consists of the addition of
infrastructure improvements. This
Lot Area).
Project
Is any work planned
or on land for which
X No
on land that is not platted
If yes, explain:
platting is not pending?
Yes
FEMA Floodplains
Is any part of subject property abutting a Named Regulatory Watercourse
(Section II, Paragraph B1) or a tributary thereof?
No X Yes
Is any part of subject property in floodplain
area of a FEMA - regulated watercourse?
No X Yes
Rate
Map 4804100205 D
Encroachment(s)
into Floodplain
areas planned?
No X
Encroachment purpose(s):
Utility crossing(s)
Building site(s) Road crossing(s)
Other (explain):
Yes
If floodplain areas not shown on Rate Maps, has work been done toward amending the FEMA-
approved Flood Study to define allowable encroachments in proposed areas? Explain.
SECTION IX
STORMWATER DESIGN GUIDELINES Page 6 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2008
APPENDIX D - TECHNICAL DESIGN SUMMARY
Effective February 2007
Part 3 - Property Characteristics
Continued (Page 3.2)
Hydrologic Attributes of Subject Property (or Phase)
Has an earlier hydrologic analysis been done for larger area including subject property?
Yes
Reference the study (& date) here, and attach copy if not already in City files.
Is the stormwater
earlier study?
management plan for the property in substantial
Yes No If not, explain how
conformance with the
it differs.
No
X
If subject property
plan for the property
is not part of multi -phase project, describe
stormwater management
in Part 4.
If property is part of multi -phase project, provide overview of stormwater management plan
for Project Area here. In Part 4 describe how plan for subject property will comply
therewith.
Do existing topographic features on subject property store or detain
Describe them (include approximate size, volume, outfall, model, etc).
runoff? X No Yes
Any known drainage or flooding problems in areas near subject property?
Identify:
X No Yes
Based
(see Table
on location of
B -1 in Appendix
Detention is required.
study property in a watershed, is Type 1 Detention (flood control) needed?
B)
X Need must be evaluated. Detention not required.
If the need for
Type 1 Detention
must be evaluated:
What decision has been reached? By whom?
Per Section II.C.3.b.(3) of the Unified Stormwater Design Guidelines for Bryan and
College Station no detention will be required due to lot size.
How was determination made?
Refer to Section II.C.3.b.(3) of the Unified Stormwater Design Guidelines for Bryan
and College Station.
SECTION IX
STORMWATER DESIGN GUIDELINES Page 7 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2008
APPENDIX D - TECHNICAL DESIGN SUMMARY
Effective February 2007
Part 3 — Property Characteristics
Continued (Page 3.3)
Hydrologic Attributes of Subject Property (or Phase) (continued)
Does subject property straddle a Watershed or Basin divide?
describe splits below. In Part 4 describe design concept
No X Yes If yes,
for handling this.
Watershed or Basin
Larger acreage
Lesser acreage
Spring Creek Existing - 2.80 ac.; Proposed - 1.10 ac.
Alum Creek Existing - 33.61 ac.; Proposed - 35.31
Above - Project Areas(Section II, Paragraph B3 -a)
Does Project Area (project or phase) receive runoff from upland areas?
Size(s) of area(s) in acres: 1) 1.84 ac. 2) 3)
No X Yes
4)
Flow Characteristics (each instance) (overland sheet, shallow
concentrated, recognizable
Watercourse or tributary);
flow, and storm drain pipe flow.
concentrated section(s), small creek (non - regulatory), regulatory
The project site drains via overland sheet flow, shallow concentrated
Flow determination: Outline hydrologic methods and assumptions:
curve numbers.
Commercial (HSG C) = 94;
79; Landscaped (HSG D) = 84;
The NRCS Method was used with the following assumptions for
Undeveloped (HSG C) = 71; Undeveloped (HSG D) = 78; Developed
Developed Commercial (HSG D) = 95; Landscaped (HSG C) =
Impervious Cover = 98
Does storm runoff drain from public easements or ROW
X No Yes If yes, describe facilities in easement
onto or across subject property?
or ROW:
Are changes in runoff characteristics subject to change in future? Explain
Yes, the abutting unplatted lot will be developed in the future, this has been considered in the storm drain
capacity calculations.
Conveyance Pathways (Section II, Paragraph C2)
Must runoff from study property drain across lower properties before reaching a Regulatory
Watercourse or tributary? No X Yes
Describe length and characteristics of each conveyance pathway(s). Include ownership of
property(ies).
Runoff will leave this project site in two directions. The first will flow into public R.O.W. and be
conveyed via storm drain to an unnamed tributary of Spring Creek. The remainder shall flow across
adjacent property with the same owner via storm drain and stream /channel flow to an Unnamed
Tributary of Alum Creek.
SECTION IX
STORMWATER DESIGN GUIDELINES
Effective February 2007
APPENDIX D - TECHNICAL DESIGN SUMMARY
Page 8 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2008
Part 3 — Property Characteristics
Continued (Page 3.4)
Hydrologic Attributes of Subject Property (or Phase) (continued)
Conveyance Pathways (continued)
Do drainage
easements
exist for
part of
pathway(s)?
X No
any
If yes, for what part of length? % Created by? plat, or
instrument. If instrument(s), describe their
provisions.
Yes
Pathway
Areas
Where runoff must cross lower properties, describe characteristics of abutting lower
property(ies). (Existing watercourses? Easement or Consent aquired ?)
Lower property is owned by the same property owner.
Nearby
Drainage
Facilities
Describe any but or improved drainage facilities existing near the property (culverts,
bridges, lined channels, buried conduit, swales, detention ponds, etc).
There is an existing curb inlet in the R.O.W. for William D. Fitch near the north corner of the
property. Peak stormwater runoff for this inlet will be at or below existing flow rates.
Do any of
design?
Peak flow
these have hydrologic or hydraulic influence on
No X Yes If yes, explain:
proposed stormwater
point.
rates must be at or below existing conditions at this
SECTION IX
STORMWATER DESIGN GUIDELINES Page 9 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2008
APPENDIX D - TECHNICAL DESIGN SUMMARY
Effective February 2007
Part 4 — Drainage Concept and Design Parameters
Start (Page 4.1)
Stormwater Management Concept
Discharge(s) From Upland Area(s)
If runoff is to be received from upland areas, what design drainage features will be used to
accommodate it and insure it is not blocked by future development? Describe for each area,
flow section, or discharge point.
Runoff will be captured and conveyed via storm drain pipe.
Discharge(s) To Lower Property(ies) (Section II, Paragraph El)
Does project include drainage features (existing or future) proposed to become public via
platting? X No Yes Separate Instrument? X No Yes
Per Guidelines reference above, how will
runoff be discharged to neighboring
property(ies)?
X Establishing Easements
(Scenario 1)
Release (Scenario 2)
of the two Scenarios
Pre - development
Combination
Scenario 1: If easements are proposed, describe
where needed, and provide status of actions
on each. (Attached Exhibit # )
Adjacent property belongs to the same owner.
Scenario 2: Provide general description of how
release(s) will be managed
etc.). (Attached
to pre - development
Exhibit # )
conditions (detention, sheet flow, partially concentrated,
Combination: If combination is proposed, explain
how discharge will differ from pre -
each area (or point) of release.
development conditions at the property line for
If Scenario 2, or Combination are to be used,
has proposed design
No Yes Explain
been coordinated with
and provide
owner(s) of receiving property(ies)? X
documentation.
SECTION IX
STORMWATER DESIGN GUIDELINES
Effective February 2007
APPENDIX D - TECHNICAL DESIGN SUMMARY
Page 10 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2008
Part 4 — Drainage Concept and Design Parameters
Continued (Page 4.2)
Stormwater Management Concept (continued)
Within Project Area Of Multi -Phase Project
Will project result
in shifting runoff
between Basins or
between
Watersheds?
No
Identify gaining Basins or Watersheds and acres shifting:
1.70 ac. will be shifted from Spring Creek watershed to Alum Creek Watershed.
What design and mitigation is used to compensate for increased runoff
from gaining basin or watershed?
The amount of area moved to Alum Creek is negligible as compared to the entire
basin.
X Yes
How will runoff from Project
Area be mitigated to pre-
development conditions?
Select any or all of 1, 2,
and /or 3, and explain below.
1. N/A With facility(ies) involving other development projects.
2. Establishing features to serve overall Project Area.
3. On phase (or site) project basis within Project Area.
1. Shared facility (type & location of facility; design drainage area served; relationship to size of
Project Area): (Attached Exhibit # )
N/A
2. For Overall Project Area (type & location of facilities): (Attached Exhibit # )
N/A
3. By phase (or site) project: Describe planned mitigation measures for phases (or sites) in
subsequent questions of this Part. N/A
Are aquatic echosystems proposed? No Yes In which phase(s) or
project(s)?
Are other Best Management Practices for reducing stormwater pollutants proposed?
No Yes Summarize type of BMP and extent of use:
A detention pond with a metered outlet structure will be used to reduce proposed flow rates.
If design of any runoff - handling facilities deviate from provisions of B -CS Technical
Specifications, check type facility(ies) and explain in later questions.
Detention elements Conduit elements Channel features
Swales Ditches Inlets Valley gutters Outfalls
Culvert features Bridges Other
SECTION IX
STORMWATER DESIGN GUIDELINES
Effective February 2007
APPENDIX D - TECHNICAL DESIGN SUMMARY
Page 11 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2008
Part 4 — Drainage Concept and Design Parameters
Continued (Page 4.3)
Stormwater Management Concept (continued)
Within Project Area Of Multi -Phase Project (continued)
Will Project Area include bridge(s) or culvert(s)? x No Yes Identify type and
general size and In which phase(s).
If detention /retention serves (will serve) overall Project Area, describe how it relates to subject
phase or site project (physical location, conveyance pathway(s), construction sequence):
N/A
Within Or Serving Subject Property (Phase, or Site)
If property part of larger Project Area, is design in substantial conformance with earlier analysis
and report for larger area? Yes X No, then summarize the difference(s):
n/a
Identify whether each of the types of drainage features listed below are included, extent of use,
and general characteristics.
Typical shape?
Surfaces?
ditches use
Yes
Steepest side slopes:
Usual front s opes:
Usual back slopes:
Flow line slopes: least
Typica distance from travelway:
(Attached Exhibit # )
typical greatest
Are longitudinal culvert ends in compliance with B -CS Standard Specifications?
Yes No, then explain:
At intersections or otherwise, do valley gutters cross arterial or collector streets?
No Yes If yes explain:
Bets with cL
)utter used'
Jo
Are valley gutters proposed to cross any street away from an intersection?
No Yes Explain: (number of locations ?)
SECTION IX
STORMWATER DESIGN GUIDELINES
Effective February 2007
APPENDIX D - TECHNICAL DESIGN SUMMARY
Page 12 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2008
Part 4 — Drainage Concept and Design Parameters
Continued (Page 4.4)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Are streets with curb and gutter used?
(continued)
Gutter line slopes: Least Usual Greatest
Are inlets recessed on arterial and collector streets? Yes No If "no ",
identify where and why.
Will inlets capture 10 -year design stormflow to prevent flooding of intersections (arterial
with arterial or collector)? Yes No If no, explain where and why not.
Will inlet size and placement prevent exceeding allowable water spread for 10 -year
design storm throughout site (or phase)? Yes No If no, explain.
Sag curves: Are inlets placed at low points? Yes No Are inlets and
conduit sized to prevent 100 -year stormflow from ponding at greater than 24 inches?
Yes No Explain "no" answers.
Will 100 -yr stormflow be contained in combination of ROW and buried conduit on
whole length of all streets? Yes No If no, describe where and why.
Do designs for curb, gutter, and inlets comply with B -CS Technical Specifications?
Yes No If not, describe difference(s) and attach justification.
Is storm drain system used?
No x Yes
Are any 12 -inch laterals used? X No Yes Identify length(s) and where
used.
Pipe runs between system
access points (feet):
Typical <300' Longest 300'
Are junction boxes used at each bend? X Yes No If not, explain where
and why.
Are downstream soffits at or below upstream soffits?
Yes X No If not, explain where and why:
Least amount that hydraulic
grade line is below gutter line
(system- wide):
1.52' - 25 - yr
0.64' - 100 -yr
SECTION IX
STORMWATER DESIGN GUIDELINES
Effective February 2007
APPENDIX D - TECHNICAL DESIGN SUMMARY
Page 13 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2008
Part 4 — Drainage Concept and Design Parameters
Continued (Page 4.5)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Storm drain system (continued)
(on separate sheet provide same info. for more instances)
(s)liedlnO
Describe watercourse(s), or system(s) receiving system discharge(s) below
(include design discharge velocity, and angle between converging flow lines).
1) Watercourse (or system), velocity, and angle?
Discharge received by drainage swale. Max. Vel. 4.86 fps (100 - yr)
2) Watercourse (or system), velocity, and angle?
3) Watercourse (or system), velocity, and angle?
For each outfall above, what measures are taken to prevent erosion or scour of
receiving and all facilities at juncture?
1) Rock rip -rap is provided at outfall. Swale shall have a polyjute lining.
2)
3)
Are swales used to drain streets?
x No Yes
Are swale(s) situated along property lines between properties? No Yes
Number of instances: For each instance answer the following questions.
Surface treatments (including low -flow flumes if any):
Flow line slopes (minimum and maximum):
Outfall characteristics for each (velocity, convergent angle, & end treatment).
Will 100 -year design storm runoff be contained within easement(s) or platted drainage
ROW in all instances? Yes No If "no" explain:
SECTION IX
STORMWATER DESIGN GUIDELINES
Effective February 2007
APPENDIX D - TECHNICAL DESIGN SUMMARY
Page 14 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2008
Part 4 — Drainage Concept and Design Parameters
Continued (Page 4.6)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Roadside Ditches
Are roadside ditches used? X No Yes If so, provide
the following:
? Yes
No
No
Is 25 -year flow contained with 6 inches of freeboard throughout
Are top of banks separated from road shoulders 2 feet or more?
Are all ditch sections trapezoidal and at least 1.5 feet deep?
Yes
Yes No
For any "no" answers provide location(s) and explain:
(on separate sheet provide same information for any additional instances)
If conduit is beneath a swale, provide the following information (each instance).
Instance 1 Describe general location,
approximate length:
Is 100 -year design flow contained in conduit/swale combination?
If "no" explain:
Yes
No
Space for 100 -year storm flow? ROW Easement Width
Swale Surface type, minimum
Conduit Type and size, minimum
and maximum
and maximum slopes:
slopes, design storm:
Inlets Describe how conduit is loaded
(from streets /storm drains, inlets by type):
Access Describe how maintenance
access is provided (to swale, into conduit):
Instance 2 Describe general location,
approximate length:
Is 100 -year design flow contained in conduit/swale combination?
If "no" explain:
Yes
No
Space for 100 -year storm flow? ROW Easement Width
Swale Surface type, minimum
Conduit Type and size, minimum
and maximum
and maximum slopes:
slopes, design storm:
Inlets Describe how conduit is loaded
(from streets /storm drains, inlets by type):
Access Describe how maintenance
access is provided (to swale, into conduit):
SECTION IX
STORMWATER DESIGN GUIDELINES
Effective February 2007
APPENDIX D - TECHNICAL DESIGN SUMMARY
Page 15 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2008
SECTION IX
STORMWATER DESIGN GUIDELINES Page 16 of 26
Effective February 2007
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters I Continued (Page 4.7)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
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If "yes" provide the following information for each instance:
Instance 1 Describe general location, approximate length, surfacing:
Is 100 -year design flow contained in swale? Yes No Is swale wholly
within drainage ROW? Yes No Explain "no" answers:
Access Describe how maintenance access is provide:
Instance 2 Describe general location, approximate length, surfacing:
Is 100 -year design flow contained in swale? Yes No Is swale wholly
within drainage ROW? Yes No Explain "no" answers:
Access Describe how maintenance access is provided:
Instance 3, 4, etc. If swales are used in more than two instances, attach sheet
providing all above information for each instance.
"New" channels: Will any area(s) of concentrated flow be channelized (deepened,
widened, or straightened) or otherwise altered? No Yes If only slightly
shaped, see "Swales" in this Part. If creating side banks, provide information below.
Will design replicate natural channel? Yes X No If "no ", for each instance
describe section shape & area, flow line slope (min. & max.), surfaces, and 100 -year
design flow, and amount of freeboard:
Instance 1: Trapezoidal channel with 6' bottom width, and 4:1 side slopes. Flowline is at 1%
grade, and the maximum depth is 1.54' in the 100 -year storm allowing for >1'
freeboard.
Instance 2:
Instance 3:
APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2008
SECTION IX
STORMWATER DESIGN GUIDELINES Page 17 of 26
Effective February 2007
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters
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Watercourses and tributaries )• Aside from fringe changes, are Regulatory
Watercourses proposed to be altered? X No
Yes Explain below.
Submit full report describing proposed changes to Regulatory Watercourses. Address
existing and proposed section size and shape, surfaces, alignment, flow line changes,
length affected, and capacity, and provide full documentation of analysis procedures
and data. Is full report submitted? Yes X
No changes were made to a regulated watercourse. No If "no" explain:
All Proposed Channel Work: For all proposed channel work, provide information
requested in next three boxes.
If design is to replicate natural channel, identify location and length here, and describe
design in Special Design section of this Part of Report.
N/A
Will 100 -year flow be contained with one foot of freeboard? X Yes
not, identify location and explain: No If
Are ROW / easements sized to contain channel and required maintenance space'?
Yes No If not, identify location(s) and explain:
N/A
Continued (Page 4.8)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Existing channels (small creeks) Are these used?
If " es" .rovide the information below. No Yes
Will small creeks and their floodplains remain undisturbed? Yes X
many disturbance instances? 1 No How
At the location where the new channel ties to existing h planned location:
st ng eek
For each location, describe length and general type of proposed improvement
(including floodplain changes):
Non - Regulated watercourse; therefore, floodplain is not applicable.
For each location, describe section shape & area, flow line slope (min. & max.),
surfaces, and 100 -year design flow.
The disturbance shall be a proposed trapesoidal channel described above intersecting
a natural "V" shaped stream with a slope of approximately 1.5 %. The 100 -year design
flow is 20.50 cfs at this point.
APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2008
SECTION IX
STORMWATER DESIGN GUIDELINES
Effective February 2007
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters I Continued (Page 4.9)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
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How many facilities for subject property project? For each provide info. below.
For each dry -type facilitiy:
Acres served & design volume + 10%
100 -yr volume: free flow & plugged
Design discharge (10 yr & 25 yr)
Spillway crest at 100 -yr WSE?
Berms 6 inches above plugged WSE?
Faci ity 1
yes no
yes no
Faci ity 2
yes no
yes no
Explain any "no" answers:
For each facility what is 25 -yr design Q, and design of outlet structure?
Facility 1:
Facility 2:
Do outlets and spillways discharge into a public facility in easement or ROW?
Facility 1: Yes No Facility 2: Yes No
If "no" explain:
For each what is velocity of 25 -yr design discharge at outlet? & at spillway?
Facility 1: & Facility 2: &
Are energy dissipation measures used? No Yes Describe type and
location:
For each, is spillway surface treatment other than concrete? Yes or no, and describe:
Facility 1:
Facility 2:
For each, what measures are taken to prevent erosion or scour at receiving facility?
Facility 1:
Facility 2:
If berms are used give heights, slopes and surface treatments of sides.
Facility 1:
Facility 2:
Page 18 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2008
Part 4 — Drainage Concept and Design Parameters
I Continued (Page 4.10)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Do structures comply with B -CS Specifications? Yes or no, and explain if "no ":
Facility 1;
Facility 2:
For additional facilities provide all same information on a separate sheet.
Are areas to be used for detention? No Yes What is
parking
maximum depth due to required design storm?
ate crossings?
Yes
•
Roadside Ditches: Will culverts serve access driveways at roadside ditches?
No Yes If "yes ", provide information in next two boxes.
flowing over driveway in all cases? Yes No
Will 25 -yr. flow pass without
water on public roadway? Yes No
Without causing flowing or standing
comply B -CS Technical Specifications? Yes No
Designs & materials with
Explain any "no" answers:
No new driveways will be constructed. All driveways and culverts
are existing.
to roadway alignment? Yes No Explain:
Are culverts parallel public
Creeks at Private Drives: Do private driveways, drives, or streets cross drainage
ways that serve Above - Project areas or are in public easements/ ROW?
No Yes If "yes" provide information below.
_
Are culverts use
x
How many instances? Describe location and provide information below.
Location 1:
Location 2:
Location 3:
For each location enter value for:
1
2
3
Design year passing without toping travelway?
Water depth on travelway at 25 -year flow?
Water depth on travelway at 100 -year flow?
For more instances describe location and same information on separate sheet.
SECTION IX
STORMWATER DESIGN GUIDELINES
Effective February 2007
APPENDIX D - TECHNICAL DESIGN SUMMARY
Page 19 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2008
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Named Regulatory Watercourses (& Tributaries):. Are culverts proposed on these
facilities? No Yes, then provide full report documenting assumptions,
criteria, analysis, computer programs, and study findings that support proposed
design(s). Is report provided? Yes No If "no ", explain:
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Arterial or Major Collector Streets: Will culverts serve these types of roadways?
No Yes How many instances? For each identify the
location and provide the information below.
Instance 1:
Instance 2:
Instance 3:
Yes or No for the 100 -year design flow:
Headwater WSE 1 foot below lowest curb top?
Spread of headwater within ROW or easement?
Is velocity limited per conditions (Table C -11)?
1
Continued (Page 4.11)
2
3
Explain any "no" answer(s):
Minor Collector or Local Streets: Will culverts serve these types of streets?
No Yes How many instances? for each identify the
location and provide the information below:
Instance 1:
Instance 2:
Instance 3:
For each instance enter value, or "yes" / "no" for:
Design yr. headwater WSE 1 ft. below curb top?
100 -yr. max. depth at street crown 2 feet or less?
Product of velocity (fps) & depth at crown (ft) = ?
Is velocity limited per conditions (Table C -11)?
Limit of down stream analysis (feet)?
1
2
3
Explain any "no" answers:
STORMWATER DESIGN GUIDELINES Page 20 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2008
Part 4 — Drainage Concept and Design Parameters
Continued (Page 4.12)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
All Proposed Culverts: For all proposed culvert facilities (except
driveway /roadside
boxes.
ditch intersects) provide information requested in next eight
Do travelways intersect at 90 degrees? Yes No If not,
culverts and
identify location(s) and intersect angle(s), and justify the design(s):
E
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0
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N
N
v Is
Does drainage way alignment change within or near limits of
approaches thereto? No Yes If "yes" identify
culvert and surfaced
location(s), describe
change(s), and justification:
flumes to discharge into culvert barrel(s)? No Yes If yes,
Are or conduit
identify location(s) and provide justification:
Are flumes or conduit to discharge into or near surfaced approaches
No Yes If "yes" identify Iocation(s), describe
to culvert ends?
outfall design treatment(s):
scour /erosion protection provided to ensure long term stability of culvert structural
and surfacing at culvert ends? Yes No If "no" Identify
components,
locations and provide justification(s):
Will 100 -yr flow and spread of backwater be fully contained
drainage easements/ ROW? Yes No if not,
in street ROW, and /or
why not?
Do appreciable hydraulic effects of any culvert extend downstream
neighboring land(s) not encompassed in subject property?
"yes" describe Iocation(s) and mitigation measures:
or upstream to
No Yes If
Are all culvert designs and materials in compliance with B
Yes No If not, explain in Special Design Section
-CS Tech. Specifications?
of this Part.
SECTION IX
STORMWATER DESIGN GUIDELINES
Effective February 2007
APPENDIX D - TECHNICAL DESIGN SUMMARY
Page 21 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2008
Part 4 — Drainage Concept and Design Parameters
Continued (Page 4.13)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Is a bridge included in plans
If "yes" provide the following
for subject property project? X No Yes
information.
U)
a�
rn
a
A M L
W
Name(s) and functional classification of the roadway(s)?
What drainage way(s) is to be crossed?
A full report supporting all aspects of the proposed bridge(s)
hydrologic, and hydraulic factors) must accompany this summary
provided? Yes No If "no" explain:
(structural, geotechnical,
report. Is the report
?•
73
8
a�
as
Is a Stormwater
Pollution Prevention
Plan (SW3P)
established for
project construction?
No X Yes
Provide a general description of planned techniques:
Silt fence will serve as the main protection against stormwater
pollution. The contractor shall use any other means necessary
throughout construction.
Special
Designs — Non - Traditional Methods
Are any non - traditional methods
replication, BMPs for water quality,
X No Yes If "yes" list
(aquatic echosystems, wetland -type detention, natural stream
etc.) proposed for any aspect of subject property project?
general type and location below.
Provide full report about the proposed
expected benefits. Report must
be compromised, and that maintenance
solution(s). Is report provided?
N/A
special design(s) including rationale
substantiate that stormwater management
cost will not exceed those
Yes No If "no"
for use and
objectives will not
of traditional design
explain:
SECTION IX
STORMWATER DESIGN GUIDELINES Page 22 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2008
APPENDIX D - TECHNICAL DESIGN SUMMARY
Effective February 2007
Part 4 — Drainage Concept and Design Parameters
Continued (Page 4.14)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Special Designs — Deviation From B -CS Technical Specifications
If any design(s) or material(s) of traditional runoff - handling facilities deviate from provisions of
B -CS Technical Specifications, check type facility(ies) and explain by specific detail element.
Detention elements Drain system elements Channel features
features Swales Ditches Inlets Outfalls
Culvert
Valley gutters Bridges (explain in bridge report)
In table below briefly identify specific element, justification for deviation(s).
Specific Detail Element
Justification for Deviation (attach additional sheets if needed)
1)
2)
3)
4)
5)
Have elements been coordinated with the City Engineer or her /his designee? For each item
above provide "yes" or "no ", action date, and staff name:
1)
2)
3)
4)
5)
Design Parameters
Hydrology
all Design Drainage Areas provided? X Yes No
Is a map(s) showing
Briefly summarize the range of applications made of the Rational Formula:
NRCS Method was used.
What is the size and location of largest Design Drainage Area to which the Rational Formula
has been applied? N/A acres Location (or identifier):
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
STORMWATER DESIGN GUIDELINES Page 23 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2008
Part 4 — Drainage Concept and Design Parameters
Continued (Page 4.15)
Design Parameters (continued)
Hydrology (continued)
In making determinations for time of concentration, was segment analysis used?
X In what of Design Drainage Areas? 50 %
No Yes approximately percent
As to intensity- duration - frequency and rain depth criteria for determining runoff flows, were any
than those in these Guidelines used? X No Yes If "yes"
criteria other provided
identify type of data, source(s), and where applied:
For each of the stormwater management features listed below identify the storm return
frequencies (year) analyzed (or checked), and that used as the basis for design.
Feature
Analysis Year(s)
Design Year
Storm drain system for arterial and collector streets
n/a
Storm drain system for local streets
n/a
Open channels
1 00-yr
100 -yr
Swale /buried conduit combination in lieu of channel
n/a
Swales
n/a
Roadside ditches and culverts serving them
n/a
Detention facilities: spillway crest and its outfall
n/a
Detention facilities: outlet and conveyance structure(s)
n/a
Detention facilities: volume when outlet plugged
n/a
Culverts serving private drives or streets
n/a
Culverts serving public roadways
n/a
Bridges: provide in bridge report.
Hydraulics
N/A
What is the range of design flow velocities as outlined below?
Design flow velocities;
Gutters
Conduit
Culverts
Swales
Channels
Highest (feet per second)
6.04
1.83
Lowest (feet per second)
4.01
0.98
Streets and Storm Drain Systems Provide the summary information outlined below:
Roughness coefficients used: For street gutters:
HDPE Coefficients: 0.012
For conduit type(s)
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
STORMWATER DESIGN GUIDELINES Page 24 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2008
Part 4 — Drainage Concept and Design Parameters
Continued (Page 4.16)
Design Parameters (continued)
Hydraulics (continued)
Street and Storm Drain Systems (continued)
For the following, are assumptions other than allowable per Guidelines?
Inlet coefficients? X No Yes Head and friction losses X No Yes
Explain any "yes" answer:
In conduit is velocity generally increased in the downstream direction?
Are elevation drops provided at inlets, manholes, and junction boxes?
Explain any "no" answers:
X Yes No
X Yes No
Are hydraulic grade lines calculated and shown for design storm?
For 100 -year flow conditions? X Yes No Explain any
X Yes No
"no" answers:
What tailwater conditions were assumed at outfall point(s) of the storm drain system? Identify
each location and explain:
A normal depth was used for the outfall tailwater conditions.
Open Channels If a HEC analysis is utilized, does it follow Sec VI.F.5.a?
Yes n/a No
Outside of straight sections, is flow regime within limits of sub - critical
If "no" list locations and explain:
flow? X Yes No
Culverts If plan sheets do not provide the following for each culvert, describe it here.
For each design discharge, will operation be outlet (barrel) control or inlet control?
Entrance, friction and exit losses:
Bridges Provide all in bridge report
SECTION IX
STORMWATER DESIGN GUIDELINES
Effective February 2007
APPENDIX D - TECHNICAL DESIGN SUMMARY
Page 25 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2008
Part 4 — Drainage Concept and Design Parameters
Continued (Page 4.17)
Design Parameters (continued)
Computer Software
What computer software has been used in the analysis and assessment of stormwater
management needs and /or the development of facility designs proposed for subject property
project? List them below, being sure to identify the software name and version, the date of the
version, any applicable patches and the publisher
Hydraflow Hydrographs Extension for AutoCAD Civil 3D 2010 Version 9.25 by Autodesk, Inc.
Hydraflow Storm Sewers Extension for AutoCAD Civil 3D 2010 Version 12.04 by Autodesk, Inc.
Part 5 — Plans and Specifications
Requirements for submittal of construction drawings and specifications do not differ due to use of a
Technical Design Summary Report. See Section III, Paragraph C3.
Part 6 — Conclusions and Attestation
Conclusions
Add any concluding information here:
The Commerce National Bank Fitch Branch Site Improvements will have no adverse impact to downstream
properties. Post - development runoff calculations show that peak flow runoff from the site will be less than
existing conditions or of negligible increase.
Attestation
Provide attestation to the accuracy and completeness of the foregoing 6 Parts of this Technical
Design Summary Drainage Report by signing and sealing below.
"This report (plan) for the drainage design of the development named in
by me (or under my supervision) in accordance with provisions of the
Unified Drainage Design Guidelines for the owners of the property. All
required by any and all state and federal regulatory agencies for the
improve ents have been issued or all under applicable general pe=
(Affi S e t1E
4,,e€
Part B was prepared
Bryan /College Station
licenses and permits
proposed drainage
Vii
of T...:(1 %,_,,,
BROWNE, JR.
81890 Q
�� � ,
i
Licensed Professional Engin r J. DALE
State of Texas PE No. 8/990 f ' '
SECTION IX
STORMWATER DESIGN GUIDELINES Page 26 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2008
APPENDIX D - TECHNICAL DESIGN SUMMARY
Effective February 2007
deir