HomeMy WebLinkAboutStorm Drain System Reporti ru
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STORM DRAIN SYSTEM REPORT
For
The Barracks II Subdivision
Phase 101 & 300
In
College Station, Texas
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CHAD EMMEL
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July 2012
Prepared by:
G-L.
GOODWIN — LASITER, INC
ENGINEERS - ARCHITECTS - SURVEYORS
4077 Cross Park Drive, Suite 100
Bryan, Texas 77802
Phone 979-776-9700 — Fax 979-776-3838
www.goodwinlasiter.com
G-L Job No. 614002
GENERAL INFORMATION AND BACKGROUND
The Barracks II Subdivision is a 108-acre development located midway between Rock Prairie Road and
Cain Road in south College Station. It is bound on the west by Holleman Drive South and on the east by
Old Wellborn Road. It is a multi -use development that has 424 residential lots and 6 commercial lots
under its current configuration. To date, Phase 100, located in the northwest corner of the development,
adjacent to Holleman Drive is the only completed section. Along with this Phase a detention basin was
constructed to treat developed flows. Phase 300 is 12.51 acres located northeast and adjacent to Phase
100. It involves the construction of a segment of Deacon Drive, associated infrastructure and a detention
system. A new detention basin will be constructed and interconnected with the Phase 100 basin to form
one system. The analysis of this detention system is being prepared by Kimley-Horn and Associates
(KHA) and will be submitted as a separate report. Phase 101 is 8.57 acres located southeast and
adjacent to Phase 300. It involves the construction of all standard infrastructure associated with a
residential subdivision. This report that follows analyzes the storm drain system of Phase 101 and 300.
DRAINAGE SYSTEM REPORT
General Hydraulic and Hydrologic Characteristics
Phase 101 and 300 of the subdivision are located in a grassy pasture portion of the 108-acre site. There
is not existing development on the site. The topography in this phase is gently sloping to the northeast
and where it is drained by Tributary B.3 of Bee Creek. The proposed 10 and 100 year water surface
elevations in the detention basin are 298.73 and 299.56, respectively, per the KHA report.
Storm Drain Design Parameters
Street Design:
• Standard cross-section (3% cross -slope)
• Laydown curb, Standard curb
• Concrete pavement
• Standard recessed curb inlets
T, Methodology.,
TR 55
T,Minimum
10 minutes
Design Storm Event:
10-year event
Pipe Materials:
RCP and HDPE pipe
Manning's n Value:
0.013 (RCP and RCBC), 0.012 (HDPE)
Runoff Coefficients:
0.55 for residential development
0.40 for surrounding undeveloped acreage
Design Constraints:
Max water depth:
Laydown curb = 4.5 in. or 0.38 ft.
Standard curb = 6 in. or 0.5 ft.
Min flow velocity = 2.5 fps
Max flow velocity =15 fps
10-year storm runoff maintained within curb/road
100-year storm runoff maintained within the ROW
Design Software:
Winstorm—Version 3.05
Applicable Exhibits:
Exhibit 1 & 2 — Storm Sewer Drainage Area Map
Appendix A— Winstorm Computational Output — System A
Appendix B — Winstorm Computational Output — System B
Appendix D — Technical Design Summary
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SCALE IN FEET
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®2012 ALL RIGHTS RESERVED BY GOOOWN-CASTER, INC. UNAUTHORIZED USE OR RUNODUCRON
IS PRONISITEIJ WMIOUT WnMN CONSENT FROM GOODMIN STTM. INC.
DATE ORAMN 81. 1 APPVO BT: I JOB NUMB /
7-17-12 CWY CAE 1:1 614002 /
SHEET NO. `
The Barracks II �
Heath Phillips Investments, LLC �rA •�
College Station
Drainage Area Map D:\614\614002\EXHIBRS.DWG 2012/07/17 0,,:oa \ % LAB'
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10'RECESSED
CURB INLET
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CURB INLET III IIVI
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CURB INLET
G L GOOOWIRS -ARCHTER,ITECTS
INC.
ENGINEERS -ARCHITECTS
SURVEYORS
*V7 CROSS PARK DRIVE, SUITE 100-BRYAN. MENAS 79802•(979) T/8-97M
1B09 S. OIESMDT ST., SUITE 2W2 LURN. TEXAS 759M- (95fi) 6R-4900
02012 ALL RIGHTS RESERVED BY COODWN-EASIER, INC. UNAUMHORIZED USE OR REPRODUCTION
IS PROHIBITED N9MHOUT NRITMEN CONSENT FROM GOODWN-EASIER, INC
DAME ORANN BY: APPYD BY: SCALE JOB NUMBER
7-17-12 CWY CAE 1:1 614002
The Barracks II SHEET NO.
Heath Phillips Investments, LLC
College Station
Drainage Area Map
D:\61
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FUTURE LOTS
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SCALE IN FEET
I
stmoutput.txt
WinStorm (STORM DRAIN DESIGN) Version 3.05, Jan. 25, 2002
Run @ 7/12/2012 2:07:21 PM
PROJECT NAME The Barracks II
JOB NUMBER 614002
PROJECT DESCRIPTION : Drainage Master Plan - System "A"
DESIGN FREQUENCY 10 Years
ANALYSYS FREQUENCY 100 Years
MEASUREMENT UNITS: ENGLISH
OUTPUT FOR DESIGN FREQUENCY of: 10 Years
_______________________________--- _________
_________________________
Runoff
-------------------
Computation for
Design
Frequency.
r ID
C Value
__________________________________________________________
Area
Tc
Tc Used
Intensity
Supply Q
Total Q
(acre)
(min)
(min)
(in/hr)
(cfs)
(cfs)
-----------------------------------------------------------------------------
A-1
0.55
0.72
10.00
10.00
8.63
0.000
3.419
A-2
0.55
0.73
10.00
1.0.00
8.63
0.000
3.467
A-3
-----------------------------------------------------------------------------
0.4
59.90
45.03
45.03
3.84
0.000
91.972
On Grade Inlet Configuration Data
Inlet
Inlet
Inlet
Slopes
Gutter
Grate
Pond Width
Critic
ID
Type
Length
Long
Trans
n Depr.
Width
Type
Allowed
Elev.
(ft)
M
(B)
(ft)
(ft)
(ft)
(ft)
---
A-1
Curb
---------------------------------------------------------
10.00
0.78
8.33 0.018
0.33
n/a
n/a
16.67
304.25
A-2
-------------------------------------------------------------------------------
Curb
10.00
0.78
8.33 0.018
0.33
n/a
n/a
16.67
304.25
On Grade Inlets Conmputation Data.
Inlet
Inlet
Total Q Intercept
Q Bypass To Inlet
Required.
Actual
Ponded
ID
Type
Capacity
Allow
Actual ID
Length
Length
Width
_
(cfs) (cfs)
(cfs)
(cfs)
(ft)
(ft)
(ft)
_ --------------
A-1
Curb
3.419 3.419
0.000
0.000
9.15
--------
10.00
9.96
A-2
-------------------
Curb
3,467 3.467
_-_---_----_----_--_-----_
0.000
0.000
9.23
___--____-_-____-
10.00
10.03
Sag Inlets
Configuration Data.
Inlet
Inlet
Length/ Grate Left
-Slope
Right -Slope Gutter
Depth
Critic
ID
Type
Perim. Area Long
Trans
Long Trans n
DeprW Allowed
Elev.
(ft) (sf) M
M
W M
(ft)
(ft)
(ft)
--- ---------
A-3
__________________________________________________________________________________
Grate
------- - ------ - - -----------
32.00 54.00 0.50.16.67
-----------------------
0.50 16.67 0.350
n/a
- - - -
1.00
--------
303.50
Sag Inlets Computation Data.
--------------------------------------------------------------------------------
---------- -----
Inlet Inlet Length Grate Total Q Inlet Total Ponded Width
Page 1
stmoutput.txt
ID Type Perim Area
(ft) (ft) (sf)
----------------------------------
A-3 Grate n/a 32.00 54.00
----------------------------------
Capacity
Head
Left
Right
(cfs) (cfs)
(ft)
(ft)
(ft)
---------------------------------------------
91.972 74.088
0.953
29.08
29.08
Cumulative Junction Discharge Computations
Node
Node
Weighted
Cumulat.
Cumulat.
Intens.
User
Additional
Total
I.D.
Type
C-Value
Dr.Area
Tc
Supply Q
Q in Node
Disch.
(acres)
(min)
(in/hr)
cfs)
(cfs)
(cfs)
---------------------------------------------------------------------
A-1
Curb
0.404
61.35
45.48
3.81
0.000
0.00
94.427
A-2
Curb
0.402
60.63
45.36
3.82
0.000
0.00
93.082
A-3
Grate
0.400
59.90
45.03
3.84
0.000
0.00
91.972
OUT
---------------------------------------------------------------------------------
Outlt
0.404
61.35
45.48
3.81
0.000
0.00
94.427
Conveyance Configuration Data
Run#
Node
I.D.
Flowline
Elev.
US
DS
US
DS
Shape
# Span
Rise
Length
Slope
n_value
(ft)
(ft)
(ft)
(ft)
(ft)
(%)
----------------------------------------------------------------------------------
1
A-1
OUT
290.50
289.40
Circ
2 0.00
3.50
56.70
1.94
0.012
2
A-2
A-1
298.22
297.95
Circ
2 0.00
3.50
57.85
0.47
0.013
3
----------------------------------------------------------------------------------
A-3
A-2
298.90
298.40
Circ
2 0.00
3.50
136.15
0.37
0.013
Conveyance Hydraulic Computations. Tailwater = 298.000 (ft)
Hydraulic
Gradeline
Depth
Velocity
Junc
Run#
US Elev
DS Elev
Fr.Slope
Unif.
Actual
Unit.
Actual
Q
Cap
Loss
(ft)
(ft)
(6)
(ft)
(ft)
(f/s)
(f/s)
(cfs)
(cfs)
(ft)
---------
1*
-
298.18
298.00
0.188
1.34
3.50
13.93
4.91
94.43
----------
303.69
0.071
2*
300.50
300.06
0.214
2.11
2.11
7.70
7.70
93.08
137.49
0.175
3
301.17
300.52
0.209
2.27
2.27
6.97
6.97
91.97
121.96
0.000
OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years
---------------------------------------------
Runoff Computation for Analysis Frequency
ID
C Value
Area
To
To Used
Intensity
Supply Q
Total Q
(acre)
(min)
(min)
(in/hr)
(cfs)
(cfs)
-----------------------------------------------------------------------------
A-1
0.55
0.72
10.00
10.00
11.64
0.000
4.609
A-2
0.55
0.73
10.00
10.00
11.64
0.000
4.673
A-3
0.4
59.90
45.03
45.03
5.29
0.000
126.724
Page 2
stmoutput.txt
On Grade
Inlet
Configuration Data
-------------------------------------------------------------------------------
Inlet
Inlet
---------------------------------------------
Inlet
Slopes
Gutter
Grate
Pond Width
Critic
ID
Type
Length
Long Trans
n Depr.
Width
Type
Allowed
Elev.
(ft)
M (o)
(ft)
(ft)
(ft)
(ft)
-------------------------------------------------------------------------------
A-1
Curb
10.00
0.78 8.33 0.018
0.33
n/a
n/a
16.67
304.25
A-2
-------------------------------------------------------------------------------
Curb
10.00
0.78 8.33 0.018
0.33
n/a
n/a
16.67
304.25
On Grade Inlets Conmputation Data
Inlet
Inlet
Total Q
Intercept
Q
Bypass
To Inlet Required
Actual
Ponded
ID
Type
Capacity
Allow
Actual
ID Length
Length
Width
(cfs)
(cfs)
(cfs)
(cfs)
(ft)
(ft)
(ft)
---------------------------------------------------------------------------------
A-1
Curb
4.609
4.566
0.000
0.043
10.80
10.00
11.13
A-2
---------------------------------------------------------------------------------
Curb
4.673
4.622
0.000
0.051
10.89
10.00
11.20
Sag Inlets Configuration Data
Inlet Inlet Length/
Grate
Left -Slope
Right
-Slope
Gutter
Depth
Critic
ID Type Perim.
Area
Long Trans
Long
Trans
n DeprW
Allowed
Elev.
(ft)
(sf)
M (s)
M
M
(ft)
(ft)-
(ft)
----------------------------------------------------------------------------------
A-3 Grate 32.00
----------------------------------------------------------------------------------
54.00
0.5016.67
0.50
16.67 0.350
n/a
1.00
303.50
Sag Inlets Computation Data
Inlet Inlet Length
Grate
Total Q Inlet
Total
Ponded
Width
ID Type
Perim Area
Capacity
Head
Left
Right
(ft)
(ft) (sf)
(cfs) (cfs)
(ft)
(ft)
(ft)
----------------
A-3 Grate n/a
--------------------------------------------------------------------------------
32.00 54.00
126.724 74.088
1.181
32.79
------
32.79
Cumulative Junction Discharge Computations
Node
Node
Weighted
Cumulat.
Cumulat.
Intens.
User
Additional
Total
I.D.
Type
C-Value
Dr.Area
It
Supply Q
Q in Node
Disch.
(acres)
(min)
(in/hr)
CIS)
(cfs)
(cfs)
-------------------
A-1
Curb
0.404
61.35
45.47
-
5.26
0.000
-- --- -------
0.00
130.157
A-2
Curb
0.402
60.63
45.35
5.27
0.000
0.00
128.283
A-3
Grate
0.400
59.90
45.03
5.29
0.000
0.00
126.724
OUT
---------------------------------------------------------------------------------
Outlt
0.404
61.35
45.47
5.26
0.000
0.00
130.157
Conveyance Configuration Data
Run# Node
I.D.
Flowline
Elev.
US
DS
US
DS
Shape # Span
Rise
Length
Slope n_value
(ft)
(ft)
(ft)
(ft)
(ft)
(a)
----------------------------------------------------------------------------------
1 A-1
OUT
290.50
289.40
Cite 2 0.00
3.50
56.70
1.94 0.012
2 A-2
A-1
298.22
297.95
Circ 2 0.00
3.50
57.85
0.47 0.013
Page 3
stmoutput.txt
3 A-3 A-2 298.90 298.40 Circ 2 0.00 3.50 136.15 0.37 0.013
----------------------------------------------------------------------------------
Conveyance Hydraulic Computations. Tailwater = 299.710 (ft)
Hydraulic
Gradeline
Depth
Velocity
June
Run#
US Elev
DS Elev
Fr.Slope
Unit. Actual
Unif.
Actual
Q
Cap
Loss
(ft)
(ft)
M
(ft) (ft)
(f/s)
(f/s)
(cfs)
(cfs)
(ft)
----------------------------------------------------------------------------------
1*
300.05
299.71
0.356
1.60 3.50
15.19
6.76
130.16
303.69
0.135
2
301.09
300.46
0.406
2.68 2.68
8.11
8.11
128.28
137.49
0.194
3
301.96
301.09
0.397
3.06 3.06
7.10
7.10
126.72
121.96
0.000
--------------- ___________-____
* Super critical flow.
NORMAL TERMINATION OF WINSTORM.
Warning Messages for current project:
Runoff Frequency of: 10 Years
Grate inlet in sag Id=A-3 has a a reduction safety factor = 25
Computed right ponded width exceeds allowable width at inlet Id= A-3
Computed left ponded width exceeds allowable width at inlet Id= A-3
Capacity of sag inlet exceeded at inlet Id= A-3
Runoff Frequency of: 100 Years
Capacity of grade inlet exceeded at inlet Id= A-1
Capacity of grade inlet exceeded at inlet Id= A-2
Grate inlet in sag Id=A-3 has a o reduction safety factor = 25
Computed right ponded width exceeds allowable width at inlet Id= A-3
Computed left ponded width exceeds allowable width at inlet Id= A-3
Capacity of sag inlet exceeded at inlet Id= A-3
Run# 3 Insufficient capacity.
Page 4
6CIINUUPUU. LXL
WinStorm (STORM DRAIN DESIGN) Version 3.05, Jan. 25, 2002
Run @ 7/20/2012 11:36:45 AM
PROJECT NAME The Barracks II
JOB NUMBER 614002
PROJECT DESCRIPTION Drainage Master Plan - System "B"
DESIGN FREQUENCY 10 Years
ANALYSYS FREQUENCY 100 Years
MEASUREMENT UNITS: ENGLISH
OUTPUT FOR DESIGN FREQUENCY of: 10 Years
---------------------------
Runoff
Computation
for
Design Frequency.
ID
C Value
Area
To
To
Used
Intensity
Supply Q
Total Q
(acre)
(min)
(min)
(in/hr)
(cfs)
(cfs)
-----------------------------------------------------------------------------
B-1
0.55
0.25
10.00
10.00
8.63
0.000
1.187
B-2
0.55
1.15
10.00
10.00
8.63
0.000
5.461
B-3
0.55
1.23
10.00
10.00
8.63
0.000
5.841
B-4
0.4
2.44
26.92
26.92
5.26
0.000
5.134
B-5
0.55
1.61
10.00
10.00
8.63
0.000
7.646
B-6
0.55
1.65
10.00
10.00
8.63
0.000
7.836
B-7
0.55
1.83
10.00
10.00
8.63
0.000
8.691
B-8
0.55
1.94
10.00
10.00
8.63
0.000
9.213
B-9
0.55
1.20
10.00
10.00
8.63
0.000
5.699
B-10
-----------------------------------------------------------------------------
0.55
0.43
10.00
10.00
8.63
0.000
2.042
Sag Inlets Configuration Data
Inlet
Inlet
Length/
Grate
Left -Slope
Right -Slope
Gutter
Depth
Critic
ID
Type
Perim.
Area
Long Trans
Long
Trans
n
DeprW
Allowed
Elev.
(ft)
(sf)
M
M
M
M
(ft)
(ft)
(ft)
----------------------------------------------------------------------------------
B-1
Grate
8.00
3.60
33.0033.00
1.00
33.00
0.350
n/a
0.38
305.70
B-2
Curb
10.00
n/a
1.8816.67
1.00
16.67
0.018
2.00
0.38
304.90
B-3
Curb
10.00
n/a
1.0016.67
1.88
16.67
0.018
2.00
0.38
304.90
B-5
Curb
10.00
n/a
0.6816.67
0.65
16.67
0.018
2.00
0.38
303.90
B-6
Curb
10.00
n/a
0.6516.67
0.88
16.67
0.018
2.00
0.38
303.90
B-7
Curb
10.00
n/a
0.8516.67
0.74
16.67
0.018
2.00
0.38
301.00
B-8
Curb
10.00
n/a
0.7416.67
0.85
16.67
0.018
2.00
0.38
301.00
B-9
Curb
5.00
n/a
0.9716.67
0.99
16.67
0.018
0.00
0.50
301.07
B-10
----------------------------------------------------------------------------------
Curb
5.00
n/a
0.9916.67
0.97
16.67
0.018
2.00
0.50
301.07
Sag Inlets Computation Data
Inlet
Inlet
Length
Grate
Total Q
Inlet
Total
Forded
Width
ID
Type
Perim
Area
Capacity
Head
Left
Right
(ft)
(ft)
(sf)
(cfs)
(cfs)
(ft)
(ft)
(ft)
--------------------------------------------------------------------------------
B-1
Grate
n/a
8.00
3.60
1.187
4.253
0.132
0.68
4.10
B-2
Curb
10.00
n/a
n/a
5.461
7.183
0.312
6.47
7.78
B-3
Curb
10.00
n/a
n/a
5.B41
7.183
0.327
8.00
6.69
B-5
Curb
10.00
n/a
n/a
7.646
7.183
0.391
9.43
10.08
B-6
Curb
10.00
n/a
n/a
7.836
7.183
0.397
10.19
9.54
B-7
Curb
10.00
n/a
n/a
8.691
7.183
0.426
10.08
10.41
B-8
Curb
10.00
n/a
n/a
9.213
7.183
0.443
10.63
10.30
B-9
Curb
5.00
n/a
n/a
5.699
7.837
0.424
8.00
7.89
B-10
Curb
5.00
n/a
n/a
2.042
6.993
0.220
3.07
3.18
Page 1
d CIIIV UGp LLI . CXl
-----------------------------
Cumulative Junction Discharge
-------------
Computations
---
-----
---
-------
--------
-----
---
----
-----------------=======---------------------------------------------------------
Node
Node Weighted
Cumulat.
Cumulat.
Intens.
User
Additional
Total
I.D.
Type C-Value
Dr.Area
Tc
Supply
Q
Q in Node
Disch.
(acres)
(min)
(in/hr)
cfs)
(cfs)
(cfs)
---------------------------------------------------------------------------------
B-1
Grate
0.550
0.25
10.00
8.63
0.000
0.00
1.187
B-2
Curb
0.550
2.63
10.61
8.42
0.000
0.00
12.184
B-3
Curb
0.550
1.23
10.00
8.63
0.000
0.00
5.841
B-4
JnctBx
0.400
2.44
26.92
5.26
0.000
0.00
5.134
B-5
Curb
0.550
1.61
10.00
8.63
0.000
0.00
7.646
B-6
Curb
0.506
8.33
29.22
5.01
0.000
0.00
21.132
B-7
Curb
0.550
1.83
10.00
8.63
0.000
0.00
8.691
B-8
Curb
0.520
12.10
30.59
4.88
0.000
0.00
30.685
B-9
Curb
0.550
1.20
10.00
8.63
0.000
0.00
5.699
B-10
Curb
0.523
13.73
31.53
4.79
0.000
0.00
34.429
J-1
JnctBx
0.478
5.07
27.71
5.17
0.000
0.00
12.531
J-2
JnctBx
0.520
12.10
30.59
4.88
0.000
0.00
30.685
OUT
---------------------------------------------------------------------------------
Outlt
0.523
13.73
31.53
4.79
0.000
0.00
34.429
Conveyance Configuration Data
Run#
Node
I.D.
Flowline
Elev.
US
DS
US
DS
Shape
# Span
Rise
Length
Slope n_value
(ft)
(ft)
(ft)
(ft)
(ft)
M
----------------------------------------------------------------------------------
1
B-1
3-2
302.70
302.13
Circ
1 0.00
1.50
113.40
0.50
0.013
2
B-2
J-1
301.41
300.91
Circ
1 0.00
2.00
113.40
0.44
0.013
3
B-3
B-2
301.65
301.51
Circ
1 0.00
2.00
68.10
0.21
0.013
4
B-4
J-1
302.30
301.99
Circ
1 0.00
2.00
154.70
0.20
0.013
5
J-1
3-6
300.41
299.88
Circ
1 0.00
2.50
351.00
0.15
0.012
6
B-5
B-6
300.50
300.41
Circ
1 0.00
2.00
31.40
0.29
0.013
7
B-6
B-B
299.78
297.12
Circ
1 0.00
2.50
532.00
0.50
0.013
8
B-7
13-8
297.65
297.56
Circ
1 0.00
2.00
31.40
0.29
0.013
9
B-8
J-2
296.62
295.74
Circ
1 0.00
3.00
294.70
0.30
0.013
10
J-2
B-10
295.64
295.54
Circ
1 0.00
3.00
32.50
0.31
0.013
11
B-9
B-10
298.00
297.50
Circ
1 0.00
1.50
50.00
1.00
0.013
12
--------------------------------------------------------------------------------
B-10
OUT
295.14
294.33
Circ
1 0.00
3.50
402.50
0.20
0.012
-
Conveyance Hydraulic Computations. Tailwater = 298.730 (ft)
Hydraulic
Gradeline
Depth
Velocity
June
Run#
US Elev
DS Elev
Fr.Slope
Unit.
Actual
Unif.
Actual
Q
Cap
Loss
(ft)
(ft)
(a)
(ft)
(ft)
(f/s)
(f/s)
(cfs)
(cfs)
(ft)
--------------------------------------------------------------------'_------------
1*
303.10
302.79
0.013
0.40
0.66
3.09
1.60
1.19
7.45
0.000
2
302.79
302.16
0.290
1.38
1.38
5.29
5.29
12.18
15.02
0.000
3
302.88
302.79
0.067
1.09
1.28
3.32
2.76
5.84
10.26
0.023
4
303.30
302.79
0.051
1.00
1.00
3.27
3.27
5.13
10.13
0.000
5
302.02
301.44
0.080
1.56
1.56
3.88
3.88
12.53
17.27
0.045
6
301.66
301.44
0.114
1.16
1.16
4.06
4.06
7.65
12.11
0.000
7
301.44
299.97
0.265
1.58
2.50
6.46
4.31
21.14
29.01
0.055
8
300.04
299.97
0.148
1.25
2.00
4.21
2.77
8.69
12.11
0.023
9
299.97
299.29
0.212
2.11
3.00
5.78
4.34
30.69
36.45
0.056
10
299.29
299.17
0.212
2.06
3.00
5.92
4.34
30.69
37.00
0.056
11*
299.32
299.17
0.294
0.79
1.50
6.09
3.22
5.70
10.51
0.000
12
299.17
298.73
0.100
2.19
3.50
5.44
3.58
34.43
48.90
0.038
Page 2
scmUucpuL. LX�
OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years
-------------- _______________________________
Runoff Computation for Analysis Frequency
ID C Value Area To To Used Intensity Supply Q Total Q
(acre) (min) (min) (in/hr) (cfs) (cfs)
-----------------------------------------------------------------------------
B-1 0.55 0.25 10.00 10.00 11.64 0.000 1.600
B-2 0.55 1.15 10.00 10.00 11.64 0.000 7.362
B-3 0.55 1.23 10.00 10.00 11.64 0.000 7.874
B-4 0.4 2.44 26.92 26.92 7.16 0.000 7.003
B-5 0.55 1.61 10.00 10.00 11.64 0.000 10.306
B-6 0.55 1.65 10.00 10.00 11.64 0.000 10.563
B-7 0.55 1.83 10.00 10.00 11.64 0.000 11.715
B-8 0.55 1.94 10.00 10.00 11.64 0.000 12.419
B-9 0.55 1.20 10.00 10.00 11.64 0.000 7.682
B-10 0.55 0.43 10.00 10.00 11.64 0.000 2.753
-----------------------------------------------------------------------------
Sag Inlets Configuration Data.
Inlet Inlet Length/ Grate Left -Slope Right -Slope Gutter Depth Critic
ID Type Perim. Area Long Trans Long Trans n DeprW Allowed Elev.
(ft) (sf) M (%) (%) (%) (ft) (ft) (ft)
----------------------------------------------------------------------------------
B-1 Grate 8.00 3.60 33.0033.00 1.00 33.00 0.350 n/a 0.38 305.70
B-2 Curb 10.00 n/a 1.8816.67 1.00 16.67 0.018 2.00 0.38 304.90
B-3 Curb 10.00 n/a 1.0016.67 1.B8 16.67 0.01E 2.00 0.38 304.90
B-5 Curb 10.00 n/a 0.8816.67 0.65 16.67 0.018 2.00 0.38 303.90
B-6 Curb 10.00 n/a 0.6516.67 0.68 16.67 0.018 2.00 0.38 303.90
B-7 Curb 10.00 n/a 0.8516.67 0.74 16.67 0.018 2.00 0.38 301.00
B-8 Curb 10.00 n/a 0.7416.67 0.85 16.67 0.018 2.00 0.38 301.00
B-9 Curb 5.00 n/a 0.9716.67 0.99 16.67 0.018 0.00 0.50 301.07
B-10 Curb 5.00 n/a 0.9916.67 0.97 16.67 0.018 2.00 0.50 301.07
----------------------------------------------------------------------------------
Sag Inlets Computation Data
Inlet Inlet Length Grate Total Q Inlet Total Ponded Width
ID Type Perim Area Capacity Head Left Right
(£t) (ft) (sf) (cfs) (cfs) (ft) (ft) (ft)
--------------------------------------------------------------------------------
B-1 Grate n/a 8.00 3.60 1.600 4.253 0.161 0.80 4.62
B-2 Curb 10.00 n/a n/a 7.362 7.183 0.381 7.67 8.99
B-3 Curb 10.00 n/a n/a 7.874 7.183 0.399 9.32 7.89
B-5 Curb 10.00 n/a n/a 10.306 7.183 0.477 10.74 11.51
B-6 Curb 10.00 n/a n/a 10.563 7.183 0.485 11.62 10.85
B-7 Curb 10.00 n/a n/a 11.715 7.183 0.520 11.51 11.84
B-8 Curb 10.00 n/a n/a 12.419 7.183 0.540 12.06 11.73
B-9 Curb 5.00 n/a n/a 7.682 7.837 0.532 9.21 9.21
B-10 Curb 5.00 n/a n/a 2.753 6.993 0.269 4.82 4.93
--------------------------------------------------------------------------------
Cumulative Junction Discharge Computations
Node Node Weighted Cumulat Cumulat. Intens. User Additional Total
I.D. Type C-Value Dr.Area To Supply Q Q in Node Disch.
(acres) (min) (in/hr) cfs) (cfs) (cfs)
---------------------------------------------------------------------------------
B-1 Grate 0.550 0.25 10.00 11.64 0.000 0.00 1.600
Page 3
5u111VLLupuu. CXC
B-2
Curb
0.550
2.63
10.57
11.38
0.000
0.00
16.459
B-3
Curb
0.550
1.23
10.00
11.64
0.000
0.00
7.874
B-4
JnctBx
0.400
2.44
26.92
7.18
0.000
0.00
7.003
3-5
Curb
0.550
1.61
10.00
11.64
0.000
0.00
10.306
B-6
Curb
0.506
8.33
29.12
6.86
0.000
0.00
28.928
B-7
Curb
0.550
1.83
10.00
11.64
0.000
0.00
11.715
B-8
Curb
0.520
12.10
30.43
6.69
0.000
0.00
42.079
B-9
Curb
0.550
1.20
10.00
11.64
0.000
0.00
7.682
B-10
Curb
0.523
13.73
31.34
6.58
0.000
0.00
47.258
J-1
JnctBx
0.478
5.07
27.66
7.07
0.000
0.00
17.118
J-2
JnctBx
0.520
12.10
30.43
6.69
0.000
0.00
42.079
OUT
---------------------------------------------------------------------------------
Outlt
0.523
13.73
31.34
6.58
0.000
0.00
47.258
Conveyance Configuration Data
Run# Node I.D. Flowline Elev.
US DS US DS Shape # Span Rise Length Slope n_value
(ft) (ft) (ft) (ft) (ft) (&)
__________________________________________________ _
1 B-1 B-2 302.70 302.13 Circ 1 0.00 1.50 113.40 0.50 0.013
2 B-2 J-1 301.41 300.91 Circ 1 0.00 2.00 113.40 0.44 0.013
3 B-3 B-2 301.65 301.51 Circ 1 0.00 2.00 68.10 0.21 0.013
4 B-4 J-1 302.30 301.99 Circ 1 0.00 2.00 154.70 0.20 0.013
5 J-1 B-6 300.41 299.88 Circ 1 0.00 2.50 351.00 0.15 0.012
6 B-5 B-6 300.50 300.41 Circ 1 0.00 2.00 31.40 0.29 0.013
7 3-6 B-8 299.78 297.12 Circ 1 0.00 2.50 532.00 0.50 0.013
8 B-7 B-8 297.65 297.56 Circ 1 0.00 2.00 31.40 0.29 0.013
9 B-8 J-2 296.62 295.74 Circ 1 0.00 3.00 294.70 0.30 0.013
10 J-2 B-10 295.64 295.54 Circ 1 0.00 3.00 32.50 0.31 0.013
11 B-9 B-10 298.00 297.50 Circ 1 0.00 1.50 50.00 1.00 0.013
12 B-10 OUT 295.14 294.33 Circ 1 0.00 3.50 402.50 0.20 0.012
----------------------------------------------------------------------------------
Conveyance Hydraulic Computations. Tailwater = 299.560 (ft)
---------------- __________________________________________________________________
Hydraulic Gradeline Depth Velocity Juno
Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss
(ft) (ft) (%) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft)
---------------------------------
I* 305.83 305.80 0.023 0.47 1.50 3.33 0.91 1.60 7.45 0.000
2 305.80 305.20 0.529 2.00 2.00 5.24 5.24 16.46 15.02 0.000
3 305.90 305.80 0.121 1.31 2.00 3.60 2.51 7.87 10.26 0.019
4 305.35 305.20 0.096 1.22 2.00 3.49 2.23 7.00 10.13 0.000
5 305.20 304.65 0.148 2.03 2.50 4.01 3.49 17.12 17.27 0.036
6 304.71 304.65 0.208 1.44 2.00 4.26 3.28 10.31 12.11 0.000
7 304.65 301.90 0.497 2.03 2.50 6.77 5.89 28.93 29.01 0.103
8 302.02 301.90 0.268 1.56 2.00 4.45 3.73 11.71 12.11 0.041
9 301.90 300.62 0.398 3.00 3.00 5.95 5.95 42.08 36.45 0.105
10 300.62 300.39 0.398 3.00 3.00 5.95 5.95 42.08 37.00 0.105
11* 300.65 300.39 0.535 0.96 1.50 6.47 4.35 7.68 10.51 0.000
12 300.39 299.56 0.188 2.73 3.50 5.66 4.91 47.26 48.90 0.071
------------------------ _- =======END=====__________________________________
* Super critical flow.
NORMAL TERMINATION OF WINSTORM.
Warning Messages for current project:
,. Runoff Frequency of: 10 Years
Grate inlet in sag Id=B-1 has a % reduction safety factor = 25
Capacity of sag inlet exceeded at inlet Id= B-5
Page 4
nunuuupuu. uxu
Capacity of sag inlet exceeded at inlet Id= B-6
Capacity of sag inlet exceeded at inlet Id= B-7
Capacity of sag inlet exceeded at inlet Id= B-8
Discharge decreased downstream node Id= J-2 Previous intensity used.
Runoff Frequency of: 100 Years
Grate inlet in sag Id=B-1 has a % reduction safety factor = 25
Capacity of sag inlet exceeded at inlet Id= B-2
Capacity of sag inlet exceeded at inlet Id= B-3
Capacity of sag inlet exceeded at inlet Id= B-5
Capacity of sag inlet exceeded at inlet Id= B-6
Capacity of sag inlet exceeded at inlet Id= B-7
Capacity of sag inlet exceeded at inlet Id= B-8
Discharge decreased downstream node Id= J-2 Previous intensity used.
Run# 10 Insufficient capacity.
Run# 9 Insufficient capacity.
Upstream hydraulic gradeline exceeds critical elevation at node Id= B-8
Upstream hydraulic gradeline exceeds critical elevation at node Id= B-6
Upstream hydraulic gradeline exceeds critical elevation at node Id= B-7
Upstream hydraulic gradeline exceeds critical elevation at node Id= B-5
Run# 2 Insufficient capacity.
Upstream hydraulic gradeline exceeds critical elevation at node Id= B-2
Upstream hydraulic gradeline exceeds critical elevation at node Id= B-3
Upstream hydraulic gradeline exceeds critical elevation at node Id= B-1
Page 5
suuvuupuu. "x
WinStorm (STORM DRAIN DESIGN) Version 3.05, Jan. 25, 2002
Run @ 7/20/2012 11:36:45 AM
PROJECT NAME The Barracks II
JOB NUMBER 614002
PROJECT DESCRIPTION Drainage Master Plan - System "B"
DESIGN FREQUENCY 10 Years
ANALYSYS FREQUENCY 100 Years
MEASUREMENT UNITS: ENGLISH
OUTPUT FOR DESIGN FREQUENCY of: 10 Years
-------------------------------------------
Runoff Computation for Design Frequency
ID
C
Value
Area
To
To Used
Intensity
Supply Q
Total Q
(acre)
(min)
(min)
(in/hr)
(cfs)
(cfs)
-----------------------------------------------------------------------------
B-1
0.55
0.25
10.00
10.00
8.63
0.000
1.187
B-2
0.55
1.15
10.00
10.00
8.63
0.000
5.461
B-3
0.55
1.23
10.00
10.00
8.63
0.000
5.841
B-4
0.4
2.44
26.92
26.92
5.26
0.000
5.134
B-5
0.55
1.61
10.00
10.00
8.63
0.000
7.646
B-6
0.55
1.65
10.00
10.00
8.63
0.000
7.836
B-7
0.55
1.83
10.00
10.00
8.63
0.000
8.691
B-8
0.55
1.94
10.00
10.00
8.63
0.000
9.213
B-9
0.55
1.20
10.00
10.00
8.63
0.000
5.699
B-10
-----------------------------------------------------------------------------
0.55
0.43
10.00
10.00
8.63
0.000
2.042
Sag Inlets Configuration Data
Inlet
Inlet
Length/
Grate
Left -Slope
Right -Slope
Gutter
Depth
Critic
ID
Type
Perim.
Area
Long Trans
Long
Trans
n
DeprW
Allowed
Elev.
(ft)
(sf)
M
M
M
M
(ft)
(ft)
(ft)
----------------------------------------------------------------------------------
B-1
Grate
8.00
3.60
33.0033.00
1.00
33.00
0.350
n/a
0.38
305.70
B-2
Curb
10.00
n/a
1.8816.67
1.00
16.67
0.018
2.00
0.38
304.90
B-3
Curb
10.00
n/a
1.0016.67
1.88
16.67
0.018
2.00
0.38
304.90
B-5
Curb
10.00
n/a
0.8816.67
0.65
16.67
0.018
2.00
0.38
303.90
B-6
Curb
10.00
n/a
0.6516.67
0.88
16.67
0.018
2.00
0.38
303.90
B-7
Curb
10.00
n/a
0.8516.67
0.74
16.67
0.018
2.00
0.38
301.00
B-8
Curb
10.00
n/a
0.7416.67
0.85
16.67
0.018
2.00
0.38
301.00
B-9
Curb
5.00
n/a
0.9716.67
0.99
16.67
0.018
0.00
0.50
301.07
B-10
----------------------------------------------------------------------------------
Curb
5.00
n/a
0.9916.67
0.97
16.67
0.018
2.00
0.50
301.07
Sag Inlets Computation Data
Inlet
Inlet
Length
Grate
Total Q
Inlet
Total
Ponded
Width
ID
Type
Perim
Area
Capacity
Head
Left
Right
(ft)
(ft)
(sf)
(cfs)
(cfs)
(ft)
(ft)
(ft)
--------------------------------
B-1
Grate
n/a
8.00
3.60
1.187
---------------------------------------
4.253
0.132
0.68
4.10
3-2
Curb
10.00
n/a
n/a
5.461
7.183
0.312
6.47
7.78
B-3
Curb
10.00
n/a
n/a
5.841
7.183
0.327
8.00
6.69
B-5
Curb
10.00
n/a
n/a
7.646
7.183
0.391
9.43
10.08
B-6
Curb
10.00
n/a
n/a
7.836
7.183
0.397
10.19
9.54
B-7
Curb
10.00
n/a
n/a
8.691
7.183
0.426
10.08
10.41
B-8
Curb
10.00
n/a
n/a
9.213
7.183
0.443
10.63
10.30
B-9
Curb
5.00
n/a
n/a
5.699
7.837
0.424
8.00
7.89
B-10
Curb
5.00
n/a
n/a
2.042
6.993
0.220
3.07
3.18
Page 1
sumuupuC.Uxu
Cumulative Junction Discharge Computations
Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total
I.D. Type C-Value Dr.Area To Supply Q Q in Node Disch.
(acres) (min) (in/hr) cfs) (cfs) (cfs)
---------------------------------------------------------------------------------
B-1 Grate 0.550 0.25 10.00 8.63 0.000 0.00 1.187
B-2 Curb 0.550 2.63 10.61 8.42 0.000 0.00 12.184
B-3 Curb 0.550 1.23 10.00 8.63 0.000 0.00 5.841
B-4 JnctBx 0.400 2.44 26.92 5.26 0.000 0.00 5.134
B-5 Curb 0.550 1.61 10.00 8.63 0.000 0.00 7.646
B-6 Curb 0.506 8.33 29.22 5.01 0.000 0.00 21.138
B-7 Curb 0.550 1.83 10.00 8.63 0.000 0.00 8.691
B-8 Curb 0.520 12.10 30.59 4.88 0.000 0.00 30.685
B-9 Curb 0.550 1.20 10.00 8.63 0.000 0.00 5.699
B-10 Curb 0.523 13.73 31.53 4.79 0.000 0.00 34.429
J-1 JnctBx 0.478 5.07 27.71 5.17 0.000 0.00 12.531
J-2 JnctBx 0.520 12.10 30.59 4.88 0.000 0.00 30.685
OUT Outlt 0.523 13.73 31.53 4.79 0.000 0.00 34.429
---------------------------------------------------------------------------------
Conveyance Configuration Data
_____________________________________________________________________--__-_--
Run# Node I.D. Flowline Elev.
US DS US DS Shape # Span Rise Length Slope n_value
(ft) (ft) (ft) (ft) (ft) M
----------------------------------------------------------------------------------
1 B-1 B-2 302.70 302.13 Circ 1 0.00 1.50 113.40 0.50 0.013
2 B-2 J-1 301.41 300.91 Circ 1 0.00 2.00 113.40 0.44 0.013
3 B-3 B-2 301.65 301.51 Circ 1 0.00 2.00 68.10 0.21 0.013
4 B-4 J-1 302.30 301.99 Circ 1 0.00 2.00 154.70 0.20 0.013
5 J-1 B-6 300.41 299.88 Circ 1 0.00 2.50 351.00 0.15 0.012
6 B-5 B-6 300.50 300.41 Circ 1 0.00 2.00 31.40 0.29 0.013
7 B-6 B-8 299.76 297.12 Circ 1 0.00 2.50 532.00 0.50 0.013
8 B-7 B-8 297.65 297.56 Ciro 1 0.00 2.00 31.40 0.29 0.013
9 B-8 J-2 296.62 295.74 Circ 1 0.00 3.00 294.70 0.30 0.013
10 J-2 3-10 295.64 295.54 Circ 1 0.00 3.00 32.50 0.31 0.013
11 B-9 B-10 298.00 297.50 Ciro 1 0.00 1.50 50.00 1.00 0.013
12 B-10 OUT 295.14 294.33 Circ 1 0.00 3.50 402.50 0.20 0.012
----------------------------------------------------------------------------------
Conveyance Hydraulic Computations. Tailwater = 298.730 (ft)
Hydraulic
Gradeline
Depth
Velocity
Junc
Run#
US Elev
DS Elev
Fr.Slope
Unif.
Actual
Unif.
Actual
Q
Cap
Loss
(ft)
(ft)
(°a)
(ft)
(ft)
(f/s)
(f/s)
(cfs)
(cfs)
(ft)
----------------------------------------------------------------------------------
1*
303.10
302.79
0.013
0.40
0.66
3.09
1.60
1.19
7.45
0.000
2
302.79
302.16
0.290
1.38
1.38
5.29
5.29
12.18
15.02
0.000
3
302.88
302.79
0.067
1.09
1.28
3.32
2.76
5.B4
10.26
0.023
4
303.30
302.79
0.051
1.00
1.00
3.27
3.27
5.13
10.13
0.000
5
302.02
301.44
0.080
1.56
1.56
3.88
3.88
12.53
17.27
0.045
6
301.66
301.44
0.114
1.16
1.16
4.06
4.06
7.65
12.11
0.000
7
301.44
299.97
0.265
1.58
2.50
6.46
4.31
21.14
29.01
0.055
8
300.04
299.97
0.148
1.25
2.00
4.21
2.77
8.69
12.11
0.023
9
299.97
299.29
0.212
2.11
3.00
5.78
4.34
30.69
36.45
0.056
10
299.29
299.17
0.212
2.06
3.00
5.92
4.34
30.69
37.00
0.056
11*
299.32
299.17
0.294
0.79
1.50
6.09
3.22
5.70
10.51
0.000
12
299.17
298.73
0.100
2.19
3.50
5.44
3.58
34.43
48.90
0.038
Page 2
6LaluuLpuu. uxu
OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years
_____________________________________________
_____________________________
Runoff Computation for Analysis Frequency
ID
C Value
Area
Tc
Tc
Used
Intensity
Supply Q
Total Q
(acre)
(min)
(min)
(in/hr)
(cfs)
(cfs)
-----------------------------------------------------------------------------
B-1
0.55
0.25
10.00
10.00
11.64
0.000
1.600
B-2
0.55
1.15
10.00
10.00
11.64
0.000
7.362
B-3
0.55
1.23
10.00
10.00
11.64
0.000
7.874
B-4
0.4
2.44
26.92
26.92
7.18
0.000
7.003
B-5
0.55
1.61
10.00
10.00
11.64
0.000
10.306
B-6
0.55
1.65
10.00
10.00
11.64
0.000
10.563
B-7
0.55
1.83
10.00
10.00
11.64
0.000
11.715
B-8
0.55
1.94
10.00
10.00
11.64
0.000
12.419
B-9
0.55
1.20
10.00
10.00
11.64
0.000
7.682
B-10
-----------------------------------------------------------------------------
0.55
0.43
10.00
10.00
11.64
0.000
2.753
Sag Inlets Configuration Data
Inlet
Inlet
Length/
Grate
Left -Slope
Right -Slope
Gutter
Depth
Critic
ID
Type
Perim.
Area
Long Trans
Long
Trans
n
DeprW
Allowed
Elev.
(ft)
(s£)
(s)
(a)
M
M
(ft)
(ft)
(ft)
----------------------------------------------------------------------------------
B-1
Grate
8.00
3.60
33.0033.00
1.00
33.00
0.350
n/a
0.38
305.70
B-2
Curb
10.00
n/a
1.8616.67
1.00
16.67
0.018
2.00
0.38
304.90
B-3
Curb
10.00
n/a
1.0016.67
1.88
16.67
0.018
2.00
0.38
304.90
B-5
Curb
10.00
n/a
0.8816.67
0.65
16.67
0.018
2.00
0.38
303.90
B-6
Curb
10.00
n/a
0.6516.67
0.88
16.67
0.018
2.00
0.38
303.90
B-7
Curb
10.00
n/a
0.8516.67
0.74
16.67
0.018
2.00
0.38
301.00
B-8
Curb
10.00
n/a
0.7416.67
0.85
16.67
0.018
2.00
0.38
301.00
B-9
Curb
5.00
n/a
0.9716.67
0.99
16.67
0.018
0.00
0.50
301.07
B-10
----------------------------------------------------------------------------------
Curb
5.00
n/a
0.9916.67
0.97
16.67
0.018
2.00
0.50
301.07
Sag Inlets Computation Data
Inlet
Inlet
Length
Grate
Total Q
Inlet
Total
Forded
Width
ID
Type
Perim Area
Capacity
Head
Left
Right
(ft)
(ft) (sf)
(cfs)
(cfs)
(ft)
(ft)
(ft)
. --------------------------------------------------------------------------------
B-1
Grate
n/a
8.00 3.60
1.600
4.253
0.161
0.80
4.62
B-2
Curb
10.00
n/a n/a
7.362
7.183
0.381
7.67
8.99
B-3
Curb
10.00
n/a n/a
7.874
7.183
0.399
9.32
7.89
B-5
Curb
10.00
n/a n/a
10.306
7.183
0.477
10.74
11.51
B-6
Curb
10.00
n/a n/a
10.563
7.183
0.485
11.62
10.85
B-7
Curb
10.00
n/a n/a
11.715
7.183
0.520
11.51
11.84
B-8
Curb
10.00
n/a n/a
12.419
7.183
0.540
12.06
11.73
B-9
Curb
5.00
n/a n/a
7.682
7.837
0.532
9.21
9.21
B-10
--------------------------------------------------------------------------------
Curb
5.00
n/a n/a
2.753
6.993
0.269
4.82
4.93
Cumulative
Junction Discharge Computations
Node
Node
Weighted
Cumulat Cumulat Intens
User
Additional
Total
I.D.
Type
C-Value
Dr.Area
Tc
Supply
Q
Q in Node
Disch.
.
(acres)
(min) (in/hr)
cfs)
(cfs)
(cfs)
---------------------------------------------------------------------------------
B-1
Grate
0.550
0.25
10.00
11.64
0.000
0.00
1.600
Page 3
sunuucpuc.cx�
S-2 Curb 0.550 2.63 10.57 11.38 0.000 0.00 16.459
B-3 Curb 0.550 1.23 10.00 11.64 0.000 0.00 7.874
B-4 JnctBx 0.400 2.44 26.92 7.18 0.000 0.00 7.003
B-5 Curb 0.550 1.61 10.00 11.64 0.000 0.00 10.306
B-6 Curb 0.506 8.33 29.12 6.86 0.000 0.00 28.926
B-7 Curb 0.550 1.83 10.00 11.64 0.000 0.00 11.715
B-8 Curb 0.520 12.10 30.43 6.69 0.000 0.00 42.079
B-9 Curb 0.550 1.20 10.00 11.64 0.000 0.00 7.682
B-10 Curb 0.523 13.73 31.34 6.58 0.000 0.00 47.258
J-1 JnctBx 0.478 5.07 27.66 7.07 0.000 0.00 17.118
J-2 JnctBx 0.520 12.10 30.43 6.69 0.000 0.00 42.079
OUT Outlt 0.523 13.73 31.34 6.58 0.000 0.00 47.258
---------------------------------------------------------------------------------
Conveyance Configuration Data
----------------------------------------------------------------------------------
Run# Node I.D.------Flowline Elev.
us DS US DS Shape # Span Rise Length Slope n_value
(ft) (ft) (ft) (ft) (ft) (%)
----------------------------------------------------------------------------------
1 B-1 B-2 302.70 302.13 Circ 1 0.00 1.50 113.40 0.50 0.013
2 B-2 J-1 301.41 300.91 Circ 1 0.00 2.00 113.40 0.44 0.013
3 B-3 B-2 301.65 301.51 Circ 1 0.00 2.00 68.10 0.21 0.013
4 B-4 J-1 302.30 301.99 Circ 1 0.00 2.00 154.70 0.20 0.013
5 J-1 B-6 300.41 299.88 Circ 1 0.00 2.50 351.00 0.15 0.012
6 B-5 B-6 300.50 300.41 Circ 1 0.00 2.00 31.40 0.29 0.013
7 B-6 B-8 299.78 297.12 Circ 1 0.00 2.50 532.00 0.50 0.013
8 B-7 B-6 297.65 297.56 Circ 1 0.00 2.00 31.40 0.29 0.013
9 B-8 J-2 296.62 295.74 Circ 1 0.00 3.00 294.70 0.30 0.013
10 J-2 B-10 295.64 295.54 Circ 1 0.00 3.00 32.50 0.31 0.013
it B-9 B-10 298.00 297.50 Circ 1 0.00 1.50 50.00 1.00 0.013
12 B-10 OUT 295.14 294.33 Circ 1 0.00 3.50 402.50 0.20 0.012
----------------------------------------------------------------------------------
Conveyance Hydraulic Computations. Tailwater = 299.560 (ft)
Hydraulic
Gradeline
Depth
Velocity
Juno
Run#
US Elev
DS Elev
Fr.Slope
Unif.
Actual
Unif.
Actual
Q
Cap
Loss
(ft)
(ft)
M
_
(ft)
(ft)
(f/s)
(f/s)
-
(cfs)
(cfs)
(ft)
_________
1*
305.83
305.80
0.023
0.47
1.50
3.33
--------------------------
0.91
1.60
7.45
0.000
2
305.80
305.20
0.529
2.00
2.00
5.24
5.24
16.46
15.02
0.000
3
305.90
305.80
0.121
1.31
2.00
3.60
2.51
7.87
10.26
0.019
4
305.35
305.20
0.096
1.22
2.00
3.49
2.23
7.00
10.13
0.000
5
305.20
304.65
0.148
2.03
2.50
4.01
3.49
17.12
17.27
0.036
6
304.71
304.65
0.208
1.44
2.00
4.26
3.28
10.31
12.11
0.000
7
304.65
301.90
0.497
2.03
2.50
6.77
5.89
28.93
29.01
0.103
8
302.02
301.90
0.266
1.56
2.00
4.45
3.73
11.71
12.11
0.041
9
301.90
300.62
0.398
3.00
3.00
5.95
5.95
42.08
36.45
0.105
10
300.62
300.39
0.398
3.00
3.00
5.95
5.95
42.08
37.00
0.105
11*
300.65
300.39
0.535
0.96
1.50
6.47
4.35
7.68
10.51
0.000
12
300.39
299.56
0.188
2.73
3.50
5.86
4.91
47.26
48.90
0.071
___--
-----------------
___________END==_
-----------------
___-____
---------
_____
* Super critical flow.
NORMAL TERMINATION OF WINSTORM.
Warning Messages for current project:
Runoff Frequency of: 10 Years
Grate inlet in sag Id=B-1 has a % reduction safety factor = 25
Capacity of sag inlet exceeded at inlet Id= 3-5
Page 4
sunuuupuu.uxu
Capacity of sag inlet exceeded at inlet Id= 3-6
Capacity of sag inlet exceeded at inlet Id= B-7
Capacity of sag inlet exceeded at inlet Id= B-8
Discharge decreased downstream node Id= J-2 Previous intensity used.
Runoff Frequency of: 100 Years
Grate inlet in sag Id=B-1 has a % reduction safety factor = 25
Capacity of sag inlet exceeded at inlet Id= B-2
Capacity of sag inlet exceeded at inlet Id= B-3
Capacity of sag inlet exceeded at inlet Id= B-5
Capacity of sag inlet exceeded at inlet Id= B-6
Capacity of sag inlet exceeded at inlet Id= B-7
Capacity of sag inlet exceeded at inlet Id= B-8
Discharge decreased downstream node Id= J-2 Previous intensity used.
Run# 10 Insufficient capacity.
Run# 9 Insufficient capacity.
Upstream hydraulic gradeline exceeds critical elevation at node Id= B-8
Upstream hydraulic gradeline exceeds critical elevation at node Id= B-6
Upstream hydraulic gradeline exceeds critical elevation at node Id= 3-7
Upstream hydraulic gradeline exceeds critical elevation at node Id= B-5
Run# 2 Insufficient capacity.
Upstream hydraulic gradeline exceeds critical elevation at node Id= B-2
Upstream hydraulic gradeline exceeds critical elevation at node Id= B-3
Upstream hydraulic gradeline exceeds critical elevation at node Id= 3-1
Page 5
SECTION IX
APPENDIX D — TECHNICAL DESIGN SUMMARY
The Cities of Bryan and College Station both require storm drainage design to follow these
Unified Stormwater Design Guidelines. Paragraph C2 of Section III (Administration) requires
submittal of a drainage report in support of the drainage plan (stormwater management plan)
proposed in connection with land development projects, both site projects and subdivisions.
That report may be submitted as a traditional prose report, complete with applicable maps,
graphs, tables and drawings, or it may take the form of a 'Technical Design Summary'. The
format and content for such a summary report shall be in substantial conformance with the
description in this Appendix to those Guidelines. In either format the report must answer the
questions (affirmative or negative) and provide, at minimum, the information prescribed in the
"Technical Design Summary" in this Appendix.
The Stormwater Management Technical Design Summary Report shall include several parts
as listed below. The information called for in each part must be provided as applicable. In
addition to the requirements for the Executive Summary, this Appendix includes several
pages detailing the requirements for a Technical Design Summary Report as forms to be
completed. These are provided so that they may be copied and completed or scanned and
digitized. In addition, electronic versions of the report forms may be obtained from the City.
Requirements for the means (medium) of submittal are the same as for a conventional report
as detailed in Section III of these Guidelines.
Note: Part 1 — Executive Summary must accompany any drainage report
required to be provided in connection with any land development project,
regardless of the format chosen for said report.
Note: Parts 2 through 6 are to be provided via the forms provided in this
Appendix. Brief statements should be included in the forms as requested,
but additional information should be attached as necessary.
Part 1 — Executive Summary Report
Part 2 — Project Administration
Part 3 — Project Characteristics
Part 4 — Drainage Concept and Design Parameters
Part 5 — Plans and Specifications
Part 6 — Conclusions and Attestation
STORMWATER MANAGEMENT TECHNICAL DESIGN SUMMARY REPORT
Part 1 — Executive Summary
This is to be a brief prose report that must address each of the seven areas listed below.
Ideally it will include one or more paragraphs about each item.
Name, address, and contact information of the engineer submitting the report, and
of the land owner and developer (or applicant if not the owner or developer). The
date of submittal should also be included.
2. Identification of the size and general nature of the proposed project, including any
proposed project phases. This paragraph should also include reference to
applications that are in process with either City: plat(s), site plans, zoning requests,
STORMWATER DESIGN GUIDELINES Page 1 of 26 APPENDIX, D: TECH, DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
or clearing/grading permits, as well as reference to any application numbers or
codes assigned by the City to such request.
3. The location of the project should be described. This should identify the Named
Regulatory Watershed(s) in which it is located, how the entire project area is
situated therein, whether the property straddles a watershed or basin divide, the
approximate acreage in each basin, and whether its position in the Watershed
dictates use of detention design. The approximate proportion of the property in the
city limits and within the ETJ is to be identified, including whether the property
straddles city jurisdictional lines. If any portion of the property is in floodplains as
described in Flood Insurance Rate Maps published by FEMA that should be
disclosed.
4. The hydrologic characteristics of the property are to be described in broad terms:
existing land cover; how and where stormwater drains to and from neighboring
properties; ponds or wetland areas that tend to detain or store stormwater; existing
creeks, channels, and swales crossing or serving the property; all existing drainage
easements (or ROW) on the property, or on neighboring properties if they service
runoff to or from the property.
5. The general plan for managing stormwater in the entire project area must be
outlined to include the approximate size, and extent of use, of any of the following
features: storm drains coupled with streets; detention / retention facilities; buried
conveyance conduit independent of streets; swales or channels; bridges or culverts;
outfalls to principal watercourses or their tributaries; and treatment(s) of existing
watercourses. Also, any plans for reclaiming land within floodplain areas must be
outlined.
6. Coordination and permitting of stormwater matters must be addressed. This is to
include any specialized coordination that has occurred or is planned with other
entities (local, state, or federal). This may include agencies such as Brazos County
government, the Brazos River Authority, the Texas A&M University System, the
Texas Department of Transportation, the Texas Commission for Environmental
Quality, the US Army Corps of Engineers, the US Environmental Protection Agency,
et al. Mention must be made of any permits, agreements, or understandings that
pertain to the project.
7. Reference is to be made to the full drainage report (or the Technical Design
Summary Report) which the executive summary represents. The principal
elements of the main report (and its length), including any maps, drawings or
construction documents, should be itemized. An example statement might be:
"One _-page drainage report dated __, one set of
construction drawings (____sheets) dated and a
__-page specifications document dated ____ comprise
the drainage report for this project."
STORMWATER DESIGN GUIDELINES Page 2 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 2 — Project Administration
Start (Page 2.1)
Engineering and Design Professionals Information
Engineering Firm Name and Address:
Jurisdiction
City: Bryan
Goodwin-Lasiter, Inc.
4077 Cross Park Drive, Suite 100
_X_ College Station
Date of Submittal:
Bryan, Texas 77802
Lead Engineer's Name and Contact Info.(phone, e-mail, fax):
Other:
John Rusk, P.E., 979-776-9700, jrusk@goodwinlasiter.com
N/A
Chad Emmel, P.E., 979-776-9700, cemmel@goodwinlasiter.com
Supporting Engineering / Consulting Firm(s):
Other contacts:
Kimley Horn & Associates
N/A
Chris Harris, P.E.
Developer I Owner/ AlicantInformation
Developer / Applicant Name and Address:
Phone and e-mail:
Heath Phillips Investments, LLC
979-693-5000
Heath Phillips, Owner
heath superiorstructures@yahoo.com
4490 Castlegate Dr, College Station, TX 77845
Property Owner(s) if not Developer / Applicant (& address):
Phone and e-mail:
same
Project Identification
Development Name: The Barracks II Subdivision
Is subject property a site project, a single-phase subdivision, or part of a multi -phase subdivision?
Multi -Phase Subdivision _ If multi -phase, subject property is phase _2 & 3 of 13____
Legal description of subject property (phase) or Project Area:
(see Section Il, Paragraph B-3a)
Crawford Burnett League, A-7
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.
First phase (Phase 100) infrastructure complete.
-Drainage Reports: Storm Drain System, Detention System; Revised 9/27/11
General Location of Project Area, or subject property (phase):
Between Old Wellborn Road and Holleman Dr. South, north of Rock Prairie Road West and
south of Cain Road.
In City Limits?
Extraterritorial Jurisdiction (acreage):
Bryan: ___________ acres.
Bryan: College Station:
College Station: ___ 21.0$---- acres.
Acreage Outside ETJ:
STORMWATER DESIGN GUIDELINES Page 3 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 2 — Project Administration
Continued (page 2.2)
Project Identification (continued)
Roadways abutting or within Project Area or
Abutting tracts, platted land, or built
subject property:
developments:
Old Wellborn Road
The Barracks I, Buena Vida,
Holleman Drive South
CISD, Burger Tract, Turner Tract
Deacon Drive
Named Regulatory Watercourse(s) & Watershed(s):
Tributary Basin(s):
Bee Creek
Tributary B.3
Plat Information For Project or Subject Property (or Phase)
Preliminary Plat File #: __
Final Plat File #: _____________ Date:__________
Name: The Barracks II, Phase 300
Status and Vol/Pg:
If two plats, second name: The Barracks II, Phase 101 File #:
Status: Date:
Zoning Information For Project or Subject Property
(or Phase)
Zoning Type: PDD Existing r Proposed? Case Code: 12-006____
Case Date Status: `','Ordinance No. 2012-3407
Zoning Type: Existing or Proposed? Case Code:
Case Date Status:
Stormwater Management Planning For Project or Subject Property (or Phase) i
Planning Conference(s) & Date(s):
Participants:
N/A
Preliminary Report Required? ______ 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.
STORMWATER DESIGN GUIDELINES Page 4 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D — TECHNICAL DESIGN SUMMARY
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.
Dept-
Contact:
Date:
Subject:
Coordination
With Other
Departments of
Jurisdiction
City (Bryan or
College Station)
Coordination With
Summarize need(s) & actions taken (include contacts & dates):
Non -jurisdiction
City Needed?
Yes ____ No _ X
Coordination with
Summarize need(s) & actions taken (include contacts & dates):
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
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 ins aces below.
Entity
Permitted or
Status of Actions (include dates)
Approved .
US Army Crops of
Engineers
Storm Drain Systems for Phase 101 and 300 do not
impact waters of the U.S.
No XYes
US Environmental
Protection Agency
No _ X_ Yes
Texas Commission on
Environmental Quality
No _ X Yes
Brazos River
Authority
No X Yes
STORMWATER DESIGN GUIDELINES Page 5 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
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?
Vacant land with no impervious cover.
Site
----- Redevelopment of one platted lot, or two or more adjoining platted lots.
Development
_____ Building on a single platted lot of undeveloped land.
Project
Building on two or more platted adjoining lots of undeveloped land.
(select all
applicable)
----- Building on a single lot, or adjoining lots, where proposed plat will not form
a new street (but may include ROW dedication to existing streets).
— _ Other (explain):
Subdivision
----- Construction of streets and utilities to serve one or more platted lots.
Development
X _ Construction of streets and utilities to serve one or more proposed lots on
Project
lands represented by pending plats.
Site projects: building use(s), approximate floor space, impervious cover ratio.
Describe
Subdivisions: number of lots by general type of use, linear feet of streets and
Nature and
drainage easements or ROW.
Size of
Phase 300: 1 recreation lot, 522 LF of street.
Proposed
Phase 101: 72 residential lots, 1373 LF of street.
Project
Is any work planned on land that is not platted
If yes, explain:
or on land for which platting is not pending?
_X__ No Yes
FEMA Floodplains
Is any part of subject property abutting a Named Regulatory Watercourse
No X Yes
(Section 11, Paragraph B1) or a tributary thereof?
Is any part of subject property in floodplain
No X_ Yes Rate Map
area of a FEMA-regulated watercourse?
_ _____ ____________
Encroachments)
Encroachment purpose(s): Building site(s) Road crossing(s)
into Floodplain
____ __ __
areas planned?
Utility crossing(s) _____ Other (explain):
No X
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.
STORMWATER DESIGN GUIDELINES Page 6 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 3 — Property Characteristics
Continued (Page 32)
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.
_ X_
Kimley-Horn Study (2010) - Analyzed downstream flooding potential.
Phillips Engineering (9127/11) - Phase 100
Is the stormwater management plan for the property in substantial conformance with the
earlier study? Yes __X — No If not, explain how it differs.
No
If subject property is not part of multi -phase project, describe stormwater management
plan for the property 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 runoff? _____ No ___X__ Yes
Describe them (include approximate size, volume, outfall, model, etc).
Reference Phillips Engineering Report for Phase 100. A portion of proposed Deacon Drive
(Phase 300) is included in the drainage service area of Phase 100 pond.
Any known drainage or flooding problems in areas near subject property? _____ No __X _ Yes
Identify:
The area around Cain Rd. and Old Wellborn Rd.
Based on location of study property in a watershed, is Type 1 Detention (flood control) needed?
(see Table B-1 in Appendix B) See Kimley-Horn Detention Study
Detention is required. _____ Need must be evaluated. — Detention not required.
What decision has been reached? By whom?
If the need for
How was determination made?
Type 1 Detention
must be evaluated:
STORMWATER DESIGN GUIDELINES Page 7 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
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? __X _ No _____ Yes If yes,
describe splits below. In Part 4 describe design conce t for handling this.
Watershed or Basin
Larger acreage
Lesser acreage
Above -Project Areas(Section Il, Paragraph B3-a)
Does Project Area (project or phase) receive runoff from upland areas? ____ No _ X _ yes
Size(s) of area(s) in acres: 1) — 2) — — 3)------- 4)-------- refer to
Flow Characteristics (each instance) (overland sheet, shallow concentrated, recognizable e en I
concentrated section(s), small creek (non -regulatory), regulatory Watercourse or tributary);
Flow determination: Outline hydrologic methods and assumptions:
Does storm runoff drain from public easements or ROW onto or across subject property?
----- No _____ Yes If yes, describe facilities in easement or ROW:
Are changes in runoff characteristics subject to change in future? Explain
Yes. As adjoining tracts develop and install detention ponds. Their flows will be
conveyed through The Barracks II Subdivision.
Conveyance Pathways (Section ll, Paragraph C2)
Must runoff from study property drain across lower properties before reaching a Regulatory
Watercourse or tributary? __ X__ No ______ Yes
Describe length and characteristics of each conveyance pathway(s). Include ownership of
property(ies).
Kimley-Horn
)n Study
STORMWATER DESIGN GUIDELINES Page 8 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D — TECHNICAL DESIGN SUMMARY
Part 3 — Property Characteristics
I Continued (Page 3.4)
Hydrologic Attributes of Subject Property (or Phase) ;(continued)
Conveyance Pathways (continued)
Do drainage
If yes, for what part of length? % Created by? — plat, or
easements
_____instrument. If instrument(s), describe their provisions.
exist for any
part of
pathway(s)?
_ X No
Yes
Where runoff must cross lower properties, describe characteristics of abutting lower
property(ies). (Existing watercourses? Easement or Consent aquired?)
Pathway
Areas
Describe any built or improved drainage facilities existing near the property (culverts,
bridges, lined channels, buried conduit, swales, detention ponds, etc).
Nearby
Drainage
Facilities
Do any of these have hydrologic or hydraulic influence on proposed stormwater
design? _____ No _____ Yes If yes, explain:
STORMWATER DESIGN GUIDELINES Page 9 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
L4 *4&111110 ZIVA
APPENDIX D - TECHNICAL DESIGN SUMMARY
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 from upland areas will be received by publicly owned storm drain systems as the
various phases of the subdivision develops.
Discharge(s) To Lower Property(ies) (Section II, Paragraph E1)
Does project include drainage features (existing or future) proposed to become public via
platting? __ No X _ Yes Separate Instrument? - X No —Yes
Per Guidelines reference above, how will
Establishing Easements (Scenario
runoff be discharged to neighboring
—
X Pre -development Release (Scenarioo 2)
property(ies)?
_
Combination of the two Scenarios
Scenario 1: If easements are proposed, describe where needed, and provide status of actions
on each. (Attached Exhibit #------ )
Scenario 2: Provide general description of how release(s) will be managed to pre -development
conditions (detention, sheet flow, partially concentrated, etc.). (Attached Exhibit #______)
Detention Pond (reference Kimley-Horn Detention Study)
Combination: If combination is proposed, explain how discharge will differ from pre -
development conditions at the property line for each area (or point) of release.
If Scenario 2, or Combination are to be used, has proposed design been coordinated with
owner(s) of receiving property(ies)? _ No Yes Explain and provide
documentation.
Reference Kimley-Horn Detention Study submittal.
STORMWATER DESIGN GUIDELINES Page 10 of 26 APPENDIX, D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters
Continued (Page 4.2)
Stormwater Management Concept (continued)
Within Proiect Area Of Multi -Phase Project
Identify gaining Basins or Watersheds and acres shifting:
Will project result
in shifting runoff
between Basins or
between
What design and mitigation is used to compensate for increased runoff
Watersheds?
from gaining basin or watershed?
X No
Yes
How will runoff from Project
1. _____ With facility(ies) involving other development projects.
Area be mitigated to pre-
development conditions?
2 X _ Establishing features to serve overall Project Area.
Select any or all of 1, 2,
3. __X _ On phase (or site) project basis within Project Area.
and/or 3, and explain below.
1. Shared facility (type & location of facility; design drainage area served; relationship to size of
Project Area): (Attached Exhibit #---- )
2. For Overall Proiect Area (type & location of facilities): (Attached Exhibit #__ _)
Phase 100 pond will be altered to work in combination with 1 proposed pond and 1 future
pond to return post development flows to pre -development conditions. (Reference
Kimley-Horn Drainage Study).
3. By phase (or site) Proiect: Describe planned mitigation measures for phases (or sites) in
subsequent questions of this Part.
Are aquatic echosystems proposed? _____ No ___ _ Yes In which phase(s) or
project(s)?
o.
mr
Are other Best Management Practices for reducing stormwater pollutants proposed?
o i
— ___ No __X_ Yes Summarize type of BMP and extent of use:
N �
C (
0
Silt fences, construction exits, seeding.
o
z
a X
If design of any runoff -handling facilities deviate from provisions of B-CS Technical
Specifications, check type facility(ies) and explain in later questions.
m
_____ Detention elements ____ Conduit elements _____ Channel features
Q
_____ Swales _____ Ditches ____ Inlets ____ Valley gutters ____ Outfalls
_____ Culvert features ____ Bridges _______ — ____Other
STORMWATER DESIGN GUIDELINES Page 11 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
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):
The Phase 100 pond will be altered (interconnected) with one proposed basin and
one future basin to serve proposed and future phases. Kimley-Horn detention
study described the plan in more detail.
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? __ X _ Yes ______ No, then summarize the difference(s):
Identify whether each of the types of drainage features listed below are included, extent of use,
and general characteristics.
Typical shape?
Surfaces?
a, N
Steepest side slopes:
Usual front slopes:
Usual back slopes:
N
N
Flow line slopes: least
Typical distance from travelway:
typical_________ greatest_________
(Attached Exhibit #____)
a o
y Z
c
o X
Are longitudinal culvert ends in compliance with B-CS Standard Specifications?
______ Yes ______ No, then explain:
u
At intersections or otherwise, do valley gutters cross arterial or collector streets?
r >-
-- X No Yes If yes explain:
Xi
3
y I
Are valley gutters proposed to cross any street away from an intersection?
5 o
o> Z
_ X_ No — Yes Explain: (number of locations?)
� � I
m
STORMWATER DESIGN GUIDELINES Page 12 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Paramerset
Continued (Page 4.4)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Gutter line slopes: Least 0_67% Usual __ 0.90% Greatest 1_88%
Are inlets recessed on arterial and collector streets? X -Yes __X _ No If "no",
identify where and why. Inlet was not recessed in one location due to an existing
sanitary sewer system.
Will inlets capture 10-year design stormflow to prevent flooding of intersections (arterial
with arterial or collector)? - X _ Yes _____ No If no, explain where and why not.
a�
Will inlet size and placement prevent exceeding allowable water spread for 10-year
design storm throughout site (or phase)? __X _ Yes _____ No If no, explain.
Sag curves: Are inlets placed at low points? X Yes No Are inlets and
g
_ _
conduit sized to prevent 100-year stormflow from ponding at greater than 24 inches?
L o
X _ Yes No Explain "no" answers.
m
m
N
Will 100-yr stormflow be contained in combination of ROW and buried conduit on
Q
whole length of all streets? _ X _ Yes _____ No If no, describe where and why.
Do designs for curb, gutter, and inlets comply with B-CS Technical Specifications?
__X__ Yes ____ No If not, describe difference(s) and attach justification.
Are any 12-inch laterals used? ___X__ No _-- Yes Identify length(s) and where
used.
Pipe runs between system
Typ' cal Longest
}
access points (feet):
_____ ______
Are junction boxes used at each bend? X_ Yes _____ No If not, explain where
NX
and why.
0
L°z
E
y i
Are downstream soffits at or below upstream soffits?
Least amount that hydraulic
m
Yes X__ No _____ If not, explain where and why:
grade line is below gutter line
(system -wide):
1.85
STORMWATER DESIGN GUIDELINES Page 13 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D — TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters
Continued (Page 4.5)
Stormwater Management Concept(continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Describe watercourse(s), or system(s) receiving system discharge(s) below
(include design discharge velocity, and angle between converging flow lines).
U
m
1) Watercourse (or system), velocity, and angle?
System A to Phase 100 Basin, 4.91 ft/s (10-yr), 6.76 ft/s (100-yr)
—`o
E
2) Watercourse (or system), velocity, and angle?
`
c ,R
0 o
System B to Phase 300 Basin, 3.53 ft/s (10-yr), 4.87 ft/s (100-yr)
C
°'
E
a)m
m
3) Watercourse (or system), velocity, and angle?
T N
�
�o
'o
O
O
a a
E
For each outfall above, what measures are taken to prevent erosion or scour of
yreceiving
and all facilities at juncture?
m
1) None needed. Outfall below normal WSEL of pond.
m
2) None needed. Outfall below normal WSEL of pond.
u,
0
3)
Are swale(s) situated along property lines between properties? — No X Yes
_
Number of instances: 1 __ For each instance answer the following questions.
Surface treatments (including low -flow flumes if any):
N/A
am
E y
c >
Flow line slopes (minimum and maximum):
1%
o i
a) o
Z
Outfall characteristics for each (velocity, convergent angle, & end treatment).
�X
3
Flows to grate inlet.
Q
Will 100-year design storm runoff be contained within easement(s) or platted drainage
ROW in all instances? _X __ Yes ____ No If "no" explain:
STORMWATER DESIGN GUIDELINES Page 14 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters
Continued (Page 4.6)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Are roadside ditches used? _X___ No _____ Yes If so, provide the following:
a)
Is 25-year flow contained with 6 inches of freeboard throughout ? ____ Yes No
w
Are top of banks separated from road shoulders 2 feet or more? ____ Yes ____ No
0
Are all ditch sections trapezoidal and at least 1.5 feet deep? Yes _ No
For any "no" answers provide location(s) and explain:
a
0
0
K
If conduit is beneath a swale, provide the following information (each instance).
Instance 1 Describe general location, approximate length:
Y
Is 100-year design flow contained in conduit/swale combination? — _ Yes — — No
N
If "no" explain:
0
U
0 N
Space for 100-year storm flow? ROW Easement Width
X
Swale Surface type, minimum
Conduit Type and size, minimum and maximum
m
and maximum slopes:
slopes, design storm:
c
0
c
Inlets Describe how conduit is loaded (from streets/storm drains, inlets by type):
co c
s as
U P
c `�
CL c
Access Describe how maintenance access is provided (to swale, into conduit):
0
1 m
0 E
o
E
Instance 2 Describe general location, approximate length:
E
0 m
N
y
n
Is 100-year design flow contained in conduit/swale combination? ____ Yes —No
° oo
If "no" explain:
m fl.
c
E c
Space for 100-year storm flow? ROW — Easement _____ Width _________
o m
0
Swale Surface type, minimum
Conduit Type and size, minimum and maximum
.. m
and maximum slopes:
slopes, design storm:
Inlets Describe how conduit is loaded (from streets/storm drains, inlets by type):
—
a)
m c
3 0
u,
Q
Access Describe how maintenance access is provided (to swale, into conduit):
STORMWATER DESIGN GUIDELINES Page 15 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters
Continued (Page 4.7)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
If "yes" provide the following information for each instance:
Instance 1 Describe general location, approximate length, surfacing:
c
a
o
w
w
tI-- vi
Is 100-year design flow contained in swale? ____ Yes ____ No Is swale wholly
0 a)within
drainage ROW? _____ Yes _____ No Explain "no" answers:
i
> I
0
Access Describe how maintenance access is provide:
o
3z
v
oXl
Instance 2 Describe general location, approximate length, surfacing:
v
c
oo E
L N
3 m
Is 100-year design flow contained in swale? Yes No Is swale wholly
within drainage ROW? ____ Yes _____ No Explain "no" answers:
— o
N O
Of
Access Describe how maintenance access is provided:
U_
D_
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 _____ No If "no", for each instance
o fl
describe section shape & area, flow line slope (min. & max.), surfaces, and 100-year
o i j
design flow, and amount of freeboard:
o-
N
Instance 1:
N
C �
N }
E
>
o
Instance 2:
a
E o
z
N
o X
Instance 3:
co
U
STORMWATER DESIGN GUIDELINES Page 16 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D — TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters
Continued (Page 4.8)
Stormwater Management Concept (continued) ,
Within Or Serving Subject Property (Phase, or Site) (continued)
Existing channels (small creeks): Are these used? X No Yes
If "yes" provide the information below.
Will small creeks and their floodplains remain undisturbed? __-- Yes ___ No How
many disturbance instances? Identify each planned location:
For each location, describe length and general type of proposed improvement
(including floodplain changes):
For each location, describe section shape & area, flow line slope (min. & max.),
surfaces, and 100-year design flow.
m
c
,c
Watercourses (and tributaries): Aside from fringe changes, are Regulatory
0
Watercourses proposed to be altered? _X- No ---- Yes Explain below.
W
c
Submit full report describing proposed changes to Regulatory Watercourses. Address
E
existing and proposed section size and shape, surfaces, alignment, flow line changes,
>
length affected, and capacity, and provide full documentation of analysis procedures
a
and data. Is full report submitted? Yes — — No If "no" explain:
E
Z
c
c
vAll
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.
Will 100-year flow be contained with one foot of freeboard? _-- Yes ___— No If
not, identify location and explain:
Are ROW / easements sized to contain channel and required maintenance space?
__-_ Yes ____ No If not, identify location(s) and explain:
STORMWATER DESIGN GUIDELINES Page 17 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 - Drainage Concept and Design Parameters
Continued (Page 4.9)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
How many facilities for subject property project? ______ For each provide info. below.
For each dry -type facilitiy:
Facility 1
Facility 2
Acres served & design volume + 10%
100-yr volume: free flow & plugged
Design discharge (10 yr & 25 yr)
Spillway crest at 100-yr WSE?
_____ yes ___ no
yes no
Berms 6 inches above plugged WSE?
yes ____ no
_____ yes ____ no
a
Explain any "no" answers:
0
N
} C
QJ
M
X =
For each facility what is 25-yr design Q, and design of outlet structure?
� o
=
Facility 1:
o
Z
Facility 2:
Y
Do outlets and spillways discharge into a public facility in easement or ROW?
Facility 1: Yes ____ No Facility 2: ____ Yes ___ No
If "no" explain:
N
C
n
o_
a_
For each, what is velocity of 25-yr design discharge at outlet? & at s ilP Iway?
Facility 1: __________ & Facility 2: — — ______ &
5
Are energy dissipation measures used? _____ No __ Yes Describe type and
LL
location:
c
0
c
o
For each, is spillway surface treatment other than concrete? Yes or no, and describe:
Q
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:
STORMWATER DESIGN GUIDELINES Page 18 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters
Continued (Page 4,11)
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:
Arterial or Major Collector Streets: Will culverts serve these types of roadways?
No Yes How many instances? For each identify the
0
location and provide the information below.
a @
Instance 1:
Y 0.
Instance 2:
c
0
Instance 3:
c
0
0 is
Yes or No for the 100-year design flow:
1
2
3
z E
Headwater WSE 1 foot below lowest curb top?
X�o
c
m
Spread of headwater within ROW or easement?
E
N
Is velocity limited per conditions (Table C-11)?
"no"
N C
Explain any answer(s):
N �
O C
0.0
T (6
(p 0
3 0
a
0
oMinor
Collector or Local Streets: Will culverts serve these types of streets?
No Yes How many instances? for each identify the
a
location and provide the information below:
o. m
T
Instance 1:
c
Instance 2:
0 @
0 o
Instance 3:
For each instance enter value, or "yes" / "no" for:
1
2
3
Design yr. headwater WSE 1 ft. below curb top?
c
100-yr. max. depth at street crown 2 feet or less?
E
Product of velocity (fps) & depth at crown (ft) = ?
Is velocity limited per conditions (Table C-11)?
Limit of down stream analysis (feet)?
Explain any "no" answers:
STORMWATER DESIGN GUIDELINES Page 20 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
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
ditch intersects) provide information requested in next eight boxes.
Do culverts and travelways intersect at 90 degrees? __ Yes __ No If not,
identify location(s) and intersect angle(s), and justify the design(s):
Does drainage way alignment change within or near limits of culvert and surfaced
approaches thereto? ____ No ___ Yes If "yes" identify location(s), describe
change(s), and justification:
Are flumes or conduit to discharge into culvert barrel(s)? _____ No ____ Yes If yes,
identify location(s) and provide justification:
Are flumes or conduit to discharge into or near surfaced approaches to culvert ends?
_____ No ___ Yes If "yes" identify location(s), describe outfall design treatment(s):
c
0
0
U
V/
N
_>
Is scour/erosion protection provided to ensure long term stability of culvert structural
U
components, and surfacing at culvert ends? _____ Yes No If "no" Identify
locations and provide justification(s):
Will 100-yr flow and spread of backwater be fully contained in street ROW, and/or
drainage easements/ ROW? ____ Yes __ No if not, why not?
Do appreciable hydraulic effects of any culvert extend downstream or upstream to
neighboring land(s) not encompassed in subject property? _____ No ____ Yes If
"yes" describe location(s) and mitigation measures:
Are all culvert designs and materials in compliance with B-CS Tech. Specifications?
_____ Yes ___ No If not, explain in Special Design Section of this Part.
STORMWATER DESIGN GUIDELINES Page 21 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
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 for subject property project? X No ____ Yes
If "yes" provide the following information.
Name(s) and functional classification of the roadway(s)?
What drainage way(s) is to be crossed?
a>
rn
m`
A full report supporting all aspects of the proposed bridge(s) (structural, geotechnical,
hydrologic, and hydraulic factors) must accompany this summary report. Is the report
provided? ____ Yes ____ No If "no" explain:
Is a Stormwater
Provide a general description of planned techniques:
w
Pollution Prevention
0
Plan (SW3P)
established for
Silt fencing, construction entrance, seeding to establish
a,
project construction?
vegetation cover.
m
3:
No X_ Yes
Special Designs — Non -Traditional Methods
Are any non-traditional methods (aquatic echosystems, wetland -type detention, natural stream
replication, BMPs for water quality, etc.) proposed for any aspect of subject property project?
X No ____ Yes If "yes" list general type and location below.
Provide full report about the proposed special design(s) including rationale for use and
expected benefits. Report must substantiate that stormwater management objectives will not
be compromised, and that maintenance cost will not exceed those of traditional design
solution(s). Is report provided? — — Yes — __ No If "no" explain:
STORMWATER DESIGN GUIDELINES Page 22 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
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
Culvert features Swales Ditches Inlets Outfalls
_____ 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
Is a map(s) showing all Design Drainage Areas provided? X Yes _ No
Briefly summarize the range of applications made of the Rational Formula:
Rational formula was used for sizing inlets and storm drains.
What is the size and location of largest Design Drainage Area to which the Rational Formula
has been applied? _59.9 __ acres Location (or identifier): A3
STORMWATER DESIGN GUIDELINES Page 23 of 26 APPENDIX, D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D — TECHNICAL DESIGN SUMMARY
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?
____ No _X__ Yes In approximately what percent of Design Drainage Areas? 100
As to intensity -duration -frequency and rain depth criteria for determining runoff flows, were any
criteria other than those provided in these Guidelines used? _X___ No ____Yes If "yes"
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
10,100
10
Storm drain system for local streets
10,100
10
Open channels
Swale/buried conduit combination in lieu of channel
Swa les
10,100
10
Roadside ditches and culverts serving them
Detention facilities: spillway crest and its outfall
Detention facilities: outlet and conveyance structure(s)
Detention facilities: volume when outlet plugged
Culverts serving private drives or streets
Culverts serving public roadways
Bridges: provide in bridge report.
Hydraulics
What is the range of design flow velocities as outlined below? "Assuming full pipe
Design flow velocities;
Gutters
Conduit
Culverts
Swales
Channels
Highest (feet per second)
2.8
13.93
1.6
Lowest (feet per second)
1.6
3.09
1.6
Streets and Storm Drain Systems Provide the summary information outlined below:
Roughness coefficients used: For street gutters: _ 0.018
For conduit type(s) __ RCP HDPE-Smooth WaliCoefficients: 0.013 0.012
STORMWATER DESIGN GUIDELINES Page 24 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
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? X __ Yes __ _ No
Are elevation drops provided at inlets, manholes, and junction boxes? X_ Yes ____ No
Explain any "no" answers:
Are hydraulic grade lines calculated and shown for design storm? X__ Yes ____ No
For 100-year flow conditions? X__ Yes ____ No Explain any "no" answers:
What tailwater conditions were assumed at outfall point(s) of the storm drain system? Identify
each location and explain:
Tailwater for 100 year event set equal to 100 year event WSEL of detention
pond.
Open Channels If a HEC analysis is utilized, does it follow Sec VI.F.5.a? ____ Yes ___ No
Outside of straight sections, is flow regime within limits of sub -critical flow? ____ Yes — __ No
If "no" list locations and explain:
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
STORMWATER DESIGN GUIDELINES Page 25 of 26 APPENDIX, D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
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
WinStorm, V3.05, Jan. 25, 2002.
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:
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 Part 8 was prepared
by me (or under my supervision) in accordance with provisions of the BryanlCollege Station
Unified Drainage Design Guidelines for the owners of the property. All licenses and permits
required by any and all state and federal regulatory agencies for the proposed drainage
improvements have been issued or fall under applicable general permits," �Filk
(Affix Seal) �jE . ft:
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5*
--*.................t
Licensed Professional Engineer V CHAD EMMEL
..............
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State of Texas PE No. ✓'03/L9� ��Ct........
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STORMWATER DESIGN GUIDELINES Page 26 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009