HomeMy WebLinkAbout31 DP Lincoln Comm Center 04-11 1000 Eleanor.... ~
R ABON M ETCALF ENGINEERRilN:G::-:~~::::::====~~::::: (979 )690 -03 29 _H o m e D~-3 q
POSfOFFICEBOX 92 53 =-(9 79)69 0-03 29 -FAX OJ/
COLLEGE SfATION , TEXAS77842 (979 )2 19-4174 -C ELL 2. .. J lD • '
February 16, 2004
Carol Cotter, E.I.T.
Graduate Engineer
EM.AIL r men gin eer @ju no .c o m
City of College Station
1101 Texas A venue South
College Station, TX 77842
RE: Lincoln Community Center -Expansion & Multipurpose Pavilion
Drainage Letter
RME No. 138-0181
Dear Carol:
Please find the enclosed findings, calculations and attachments for the above referenced project's
drainage facilities and improvements. This drainage letter and the supporting design methods
were performed in accordance with the City of College Station's Drainage Design Policies and
Standards.
Information used for the design, and the resulting calculations, of these drainage improvements
are as follows:
•!• A-1:
•!• A-2:
•!• A-3:
•!• A-4:
•!• B-1:
•!• B-2:
General
Bee Creek Watershed Map;
FEMA Map Panel;
Proposed Drainage Area Map;
Grading, Drainage & Paving Plan
Pre-Development Storm Sewer Hydraulics;
Post-Development Storm Sewer Hydraulics;
The project site is at 1000 Eleanor Street and is located within the watershed of Bee Creek (see
Exhibit A-1). Additionally, the improvements for this project is not located, but the property of
the Community Center itself does contain FEMA mapped floodplain (see Exhibit A-2). In
general, undeveloped areas on this property are vacant, covered by native weeds and grasses, and
have minimal tree coverage. Developed areas consist of the current Lincoln Center and
associated parking areas .
CDl-138-0181-LOl Page - 1
Lincoln Community Center
Expansion & Multipurpose Pavilion
Drainage Letter
Hydrology
Rabon Metcalf Engineering
February 16, 2004
Since the policy of the City is to encourage the rapid conveyance of stormwater through and out
of the City within a primary system, and being that this project's improvements are located ·
approximately one-hundred feet (100') upstream of a designated primary system, no detention
will be accommodated for the increased runoff from impervious cover.
Hydraulics
With the construction of the parking lot expansion an existing curb inlet on Eleanor Street will be
converted into a grate inlet at sag. Also, the overflow ditch for the 4'x3' box culvert will become
the drive lane of the parking lot improvements (see Exhibits A-3 & A-4). Therefore, a hydraulic
analysis of the existing storm sewer system was conducted so that the proposed grate inlet would
function with the existing system equally as well or better (see Exhibits B-1 & B-2). Both
systems were evaluated with a design frequency of the 10-year rainfall event and analyzed
during the 100-year rainfall event.
At existing conditions, the curb inlet was determined to have a capacity of 10.327 cfs which
exceeded the runoff conveyed to it of 9 .110 cfs. The ponding depth during this event is 0.46
feet. For the proposed conditions, the curb inlet will be modified to an area grate inlet. A
Neenah Foundary grate Model 1878-BllG was found to have sufficient capacity. With this
condition the capacity of the inlet would be increased to 16.044 cfs and a ponding depth reduced
to 0.343 feet.
Currently, with existing conditions, when the curb inlets capacity is exceed, runoff overflows
into a earthen ditch that conveys water to the primary creek system. With the construction of the
parking lot driveway entrance, the cross-section of the driveway was design to function as a V -
shaped weir. The centerline drain was set at an elevation of 309.75 . The existing low point of
the curb is at 309.83.
As mentioned previously, the attached engineering calculations are issued for the stated drainage
improvements and are issued by me and are applicable to this project. Please call should you
have any questions or require assistance.
Sincerely,
Rabon A. Metcalf, P.
rmengineer@juno.com
CD 1-138-0181-LO 1 Page-2
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500
APPROXIMATE SCALE
0
IATIOIAL FLOOD llSUIAICE PIOHAI
FLOOD INSURANCE RA TE MAP
BRAZOS COUNTY,
TEXAS AND
INCORPORATED AREAS
PANEL 144 OF 250
CHI MAP INDl.JC ,011 •AN•L.a NOT •lltNTIOI
llllHB ML lllf!!!
410011 81 ..
480011 0144
ldct11-lllo11»•ut111•---.....
-....... "'f ,. • .., '°' COMllWlm WMIEll .-._ ._.. ...... i-r., ............ ~ -..
MAP NUMBER
48041C0144 C
EFFECTIVE DATE:
JULY 2, 1992
This Is .,., offlcJal copy of • portion of the above referenced flood map. H was extracted
using F-MIT Version 1.0. This map does not reflect chenges or amendments v.tilch
may have been made aubsequent to the date on the title block. Futher lnfonnatlon
---------------':--'--'----J.'-L--_;,.._....,.........,~~--------------L.-L.----1 •bout N•tionel Flood lmunlnce Progrem flood haZllfd maps la evaileble at
www.feme . lmllltld.
. . ~
'· ...
WinStorm (STORM DRAIN DESIGN)
PROJECT NAME : Lincoln Center
JOB NUMBER 138-0181
stmOutput
Version 3.05, Jan. 25, 2002
Run @ 2/16/2004 7:42:07 AM
PROJECT DESCRIPTION : Storm Sewer System -Existing Conditions
DESIGN FREQUENCY
ANALYSYS FREQUENCY
MEASUREMENT UNITS:
10 Years
100 Years
ENGLISH
OUTPUT FOR DESIGN FREQUENCY of: 10 Years
===========================================
Runoff Computation for Design Frequency.
=============================================================================
ID C Value
A-1 0.9
A-2 0.45
A-3 0.45
A-4 0.9
A-5 0.5
A-6 0.45
Area
(acre)
0.20
3.74
3.98
0.26
1. 75
6.29
Tc
(min)
10.00
20.00
25.00
10.00
25.00
25.00
Tc Used
(min)
10.00
20.00
25.00
10.00
25.00
25.00
Intensity
(in/hr)
8.63
6.21
5.49
8.63
5.49
5.49
Supply Q
(cfs)
0.000
0.000
0.000
0.000
0.000
0.000
Total Q
(cfs)
1.554
10.450
9.831
2.020
4.803
15.536
On Grade Inlet Configuration Data
===============================================================================
Inlet
ID
A-2
A-4
A-5
Inlet
Type
Curb
Curb
Curb
Inlet Slopes Gutter
Length Long Trans n Depr.
(ft) (%) (%)
5.00 6.37
5.00 0.36
10.00 27.00
2.00 0.014
2.00 0.014
2.00 0.014
(ft)
0.33
0.33
0.33
On Grade Inlets Conmputation Data.
Grate
Width Type
(ft)
n/a
n/a
n/a
n/a
n/a
n/a
Pond Width
Allowed
(ft)
12.00
12.00
12.00
Critic
Elev.
(ft)
309.10
310.50
310.50
=================================================================================
Inlet
ID
A-2
A-4
A-5
Inlet
Type
Curb
Curb
Curb
Total Q
(cfs)
10.450
2.020
4.803
Intercept
Capacity
(cfs)
2.976
1. 939
2.744
Q Bypass
Allow Actual
(cfs) (cfs)
0.000
0.250
0.250
7.474
0.082
2.058
Page 1
To Inlet Required
ID Length
A-1
A-1
A-3
(ft)
29.43
6.01
26.63
Actual
Length
(ft)
5.00
5.00
10.00
Ponded
Width
(ft)
11.70
10.80
6.65
stmOutput
Sag Inlets Configuration Data.
=================================================================================
=
Inlet Inlet Length/ Grate Left-Slope
Long Trans ID Type Perim. Area
A-1
A-3
A-6
(ft) (sf) ( % ) ( % )
Curb 10.00
Curb 8.00
Curb 10.00
n/a 0.60 2.00
n/a 38.30 2.00
n/a 2.70 2.00
Sag Inlets Computation Data.
Right-Slope
Long Trans
( % ) ( % )
Gutter
n DeprW
(ft)
0.30 2.00 0.014
0.50 2.00 0.014
0.16 2.00 0.014
1. 50
1. 50
1. 50
Depth
Allowed
(ft)
0.50
0.50
0.50
Critic
Elev.
(ft)
309.00
310.40
310.80
================================================================================
Inlet Inlet
ID Type
A-1
A-3
A-6
Curb
Curb
Curb
Length Grate
Perim Area
(ft) (ft) (sf)
10.00
8.00
10.00
n/a
n/a
n/a
n/a
n/a
n/a
Total Q Inlet
Capacity
(cfs) (cfs)
9.1 10
11.889
15.536
10.327
10.749
13.436
Cumulative Junction Discharge Computations
Total
Head
(ft)
0.460
0.556
0.584
Ponded Width
Left Right
(ft) (ft)
16.95
6.75
12.25
6.4 0
15.25
20.85
=================================================================================
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 0.468 16.22 25.77 5.39 0.000 0.00 40.964
A-2 Curb 0.450 3.74 20.00 6.21 0.000 0.00 10.450
A-3 Curb 0.450 3.98 25.00 5.49 0.000 0.00 9.831
A-4 Curb 0.900 0.26 10.00 8.63 0.000 0.00 2.020
A-5 Curb 0.461 8.04 25.12 5.47 0.000 0.00 20.283
A-6 Curb 0.450 6.29 25.00 5.49 0.000 0.00 15.536
OUT JnctBx 0.468 16.22 25.77 5.39 0.000 0.00 40.964
Jl JnctBx 0.467 12.28 25.74 5.40 0.000 0.00 30.932
J2 Jn ct Bx 0.475 8.30 25.17 5.47 0.000 0.00 21.542
Conveyance Configuration Data
=================================================================================
Run# Node I.D. Flowline Elev.
US DS US DS Shape #
(ft) (ft)
Page 2
Span
(ft)
Rise
(ft)
Length
(ft)
Slope
( % )
n value
"
stmOutput
1 A-1 OUT 304.86 303.48 Box 1 4.00 3.00 405.40 0.34 0.013
2 A-2 A-1 305.90 304.86 Circ 1 o.oo 1. 50 22.70 4.59 0.013
3 Jl A-1 305.01 304.86 Circ 1 0.00 2.00 15.40 0.97 0.013
4 A-3 Jl 305.74 305.51 Circ 1 0.00 1. 50 22.50 1. 02 0.013
5 J2 Jl 306.13 305.01 Circ 1 0.00 2.00 237.60 0.47 0.013
6 A-4 J2 306.77 306.63 Circ 1 0.00 1. 50 14.20 0.99 0.013
7 A-5 J2 306.34 306.13 Circ 1 0.00 2.00 21. 60 0.97 0.013
8 A-6 A-5 306.90 306.34 Circ 1 0.00 2.00 56.00 1. 00 0.013
---------------------------------------------------------------------------------
Conveyance Hydraulic Computations. Tailwater = 0.000 (ft)
=================================================================================
Hydraulic Gradeline Depth
Run# US Elev DS Elev Fr.Slope Unif. Actual
(ft) (ft) ( % ) (ft) (ft)
1 306.50 305.12 0.110 1. 64 1. 64
2* 307.14 306.50 0.989 0.72 1. 50
3 307.18 306.74 1. 869 2.00 2.00
4* 307.38 307.18 0.876 1.14 1. 50
5 309.34 307.18 0.907 2.00 2.00
6* 309.34 309.34 0.037 0.45 1. 50
7* 309.51 309.34 0.804 1. 50 2.00
8* 309.77 309.51 0.472 1. 22 2.00
Velocity
Unif. Actual
(f/s) (f/s)
6.24 6.24
12.50 5.91
9.85 9.85
6.84 5.56
6.86 6.86
4.56 1.14
8.03 6.46
7.75 4.95
Q
(cfs)
40.96
10.45
30.93
9.83
21.54
2.02
20.28
15.54
Cap
(cfs)
72.21
22.50
22.33
10.62
15.53
10.43
22.31
22.63
June
Loss
(ft)
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
=================================================================================
OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years
=============================================
Runoff Computation for Analysis Frequency.
=============================================================================
ID C Value Area Tc
(acre) (min)
Tc Used
(min)
Intensity
(in/hr)
Supply Q
(cfs)
Total Q
(cfs)
-----------------------------------------------------------------------------
A-1 0.9 0.20 10.00 10.00 11. 64 0.000 2.095
A-2 0.45 3.74 20.00 20.00 8.43 0.000 14.188
A-3 0.45 3.98 25.00 25.00 7.48 0.000 13.392
A-4 0.9 0.26 10.00 10.00 11.64 0.000 2.724
A-5 0.5 1. 75 25.00 25.00 7.48 0.000 6.543
A-6 0.45 6.29 25.00 25.00 7.48 0.000 21.165
Page 3
-.
On Grade Inlet Configuration Data
stmOutput
===============================================================================
Inlet
ID
Inlet
Type
Inlet Slopes
Length Long Trans
(ft) ( % ) ( % )
Gutter
n Depr.
(ft)
Grate
Width Type
(ft)
Pond Width
Allowed
(ft)
Critic
Elev.
(ft)
-------------------------------------------------------------------------------
A-2 Curb 5.00 6.37 2.00 0.014 0.33 n/a n/a 12.00 309.10
A-4 Curb 5.00 0.36 2.00 0.014 0.33 n/a n/a 12.00 310.50
A-5 Curb 10.00 27.00 2.00 0.014 0.33 n/a n/a 12.00 310.50
On Grade Inlets Conmputation Data.
=================================================================================
Inlet
ID
A-2
A-4
A-5
Inlet
Type
Curb
Curb
Curb
Total Q
(cfs)
14.188
2.724
6.543
Intercept
Capacity
(cfs)
3.410
2.405
3.270
Sag Inlets Configuration Data.
Q Bypass
Allow Actual
(cfs) (cfs)
0.000
0.250
0.250
10.779
0.318
3.273
To Inlet Required
ID Length
A-1
A-1
A-3
(ft)
35.31
7.18
31. 31
Actual
Length
(ft)
5.00
5.00
10.00
Ponded
Width
(ft)
13.10
12.10
7.45
=================================================================================
Inlet
ID
A-1
A-3
A-6
Inlet Length/ Grate
Type Perim. Area
(ft) (sf)
Curb 10.00
Curb 8.00
Curb 10.00
n/a
n/a
n/a
Left-Slope
Long Trans
( % ) ( % )
0.60 2.00
38.30 2.00
2.70 2.00
Sag Inlets Computation Data.
Right-Slope
Long Trans
( % ) ( % )
Gutter
n DeprW
(ft)
0.30
0.50
0.16
2.00 0.014
2.00 0.014
2.00 0.014
1. 50
1. 50
1. 50
Depth
Allowed
(ft)
0.50
0.50
0.50
Critic
Elev.
(ft)
309.00
310.40
310.80
================================================================================
Inlet
ID
Inlet
Type
Length
(ft)
Grate
Perim Area
(ft) (sf)
Total Q Inlet
Capacity
(cfs) (cfs)
Total
Head
(ft)
Ponded Width
Left Right
(ft) (ft)
--------------------------------------------------------------------------------
A-1 Curb 10.00 n/a n/a 13.192 13.436 0.491 19.45 7.35
A-3 Curb 8.00 n/a n/a 16.665 10.749 0.851 7.65 17.30
A-6 Curb 10.00 n/a n/a 21.165 13.436 0.870 13.80 23.40
Cumulative Junction Discharge Computations
=================================================================================
Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total
Page 4
stmOutput
I. D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch.
(acres) (min) (in/hr) cfs) (cfs) (cfs)
---------------------------------------------------------------------------------
A-1 Curb 0.468 16.22 25.60 7.38 0.000 0.00 56.041
A-2 Curb 0.450 3.74 20.00 8.43 0.000 0.00 14.188
A-3 Curb 0.450 3.98 25.00 7.48 0.000 0.00 13.392
A-4 Curb 0.900 0.26 10.00 11.64 0.000 0.00 2.724
A-5 Curb 0.461 8.04 25.11 7.46 0.000 0.00 27.638
A-6 Curb 0.450 6.29 25.00 7.48 0.000 0.00 21.165
OUT JnctBx 0.468 16.22 25.60 7.38 0.000 0.00 56.041
Jl JnctBx 0.467 12.28 25.58 7.38 0.000 0.00 42.310
J2 JnctBx 0.475 8.30 25.15 7.45 0.000 0.00 29.357
---------------------------------------------------------------------------------
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 304.86 303.48 Box 1 4.00 3.00 405.40 0.34 0.013
2 A-2 A-1 305.90 304.86 Circ 1 0.00 1. so 22.70 4.59 0.013
3 Jl A-1 305.01 304.86 Circ 1 0.00 2.00 15.40 0.97 0.013
4 A-3 Jl 305.74 305.51 Circ 1 0.00 1. 50 22.50 1. 02 0.013
5 J2 Jl 306.13 305.01 Circ 1 0.00 2.00 237.60 0.47 0.013
6 A-4 J2 306.77 306.63 Circ 1 0.00 1. 50 14.20 0.99 0.013
7 A-5 J2 306.34 306.13 Circ 1 0.00 2.00 21.60 0.97 0.013
8 A-6 A-5 306.90 306.34 Circ 1 0.00 2.00 56.00 1. 00 0.013
Conveyance Hydraulic Computations. Tailwater = 0.000 (ft)
=================================================================================
Hydraulic Gradeline Depth
Run# US Elev DS Elev Fr.Slope Unif. Actual
(ft) (ft) (%) (ft) (ft)
1 306.92 305.54 0.205 2.06 2.06
2* 307.34 306. 92 1. 824 0.86 1. 50
3 307.46 306.92 3.497 2.00 2.00
4 307.83 307.46 1. 625 1. 50 1. 50
5 311.46 307.46 1.684 2.00 2.00
6* 311.47 311.46 0.067 0.52 1. 50
7 311.78 311.46 1. 492 2.00 2.00
8* 312.27 311.78 0.875 1. 53 2.00
Page 5
Velocity
Unif. Actual
(f/s) (f/s)
6.79 6.79
13.46 8.03
13.47 13.47
7.58 7.58
9.34 9.34
4.95 1. 54
8.80 8.80
8.20 6.74
Q
(cfs)
56.04
14.19
42.31
13.39
29.36
2.72
27.64
21.17
Cap
(cfs)
72.21
22.50
22.33
10.62
15.53
10.43
22.31
22.63
June
Loss
(ft)
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
stmOutput
===================================END===========================================
* Super critical flow.
NORMAL TERMINATION OF WINSTORM.
Warning Messages for current project:
Runoff Frequency of: 10 Years
Capacity of grade inlet exceeded at inlet Id= A-2
Capacity of grade inlet exceeded at inlet Id= A-4
Capacity of grade inlet exceeded at inlet Id= A-5
Computed left ponded width exceeds allowable width at inlet Id= A-1
Computed right ponded width exceeds allowable width at inlet Id= A-3
Capacity of sag inlet exceeded at inlet Id= A-3
Computed right ponded width exceeds allowable width at inlet Id= A-6
Computed left ponded width exceeds allowable width at inlet Id= A-6
Capacity of sag inlet exceeded at inlet Id= A-6
Tailwater set to uniform depth elevation= 305.12(ft)
Run# 3 Insufficient capacity.
Run# 5 Insufficient capacity.
Runoff Frequency of: 100 Years
Capacity of grade inlet exceeded at inlet Id= A-2
Computed ponded width exceeds allowable width at inlet Id= A-2
Capacity of grade inlet exceeded at inlet Id= A-4
Computed ponded width exceeds allowable width at inlet Id= A-4
Capacity of grade inlet exceeded at inlet Id= A-5
Computed left ponded width exceeds allowable width at inlet Id= A-1
Computed right ponded width exceeds allowable width at inlet Id= A-3
Capacity of sag inlet exceeded at inlet Id= A-3
Computed right ponded width exceeds allowable width at inlet Id= A-6
Computed left ponded width exceeds allowable width at inlet Id= A-6
Capacity of sag inlet exceeded at inlet Id= A-6
Tailwater set to uniform depth elevation= 305.54(ft)
Run# 3 Insufficient capacity.
Run# 4 Insufficient capacity.
Run# 5 Insufficient capacity.
Upstream hydraulic gradeline exceeds critical elevation at node Id= J2
Upstream hydraulic gradeline exceeds critical elevation at node Id= A-4
Run# 7 Insufficient capacity.
Upstream hydraulic gradeline exceeds critical elevation at node Id= A-5
Upstream hydraulic gradeline exceeds critical elevation at node Id= A-6
Page 6
WinStorm (STORM DRAIN DESIGN)
PROJECT NAME : Lincoln Center
JOB NUMBER 138-0181
stmOutput
Version 3.05, Jan. 25, 2002
Run @ 2/16/2004 7:40:40 AM
PROJECT DESCRIPTION : Storm Sewer System -Proposed Conditions
DESIGN FREQUENCY
ANALYSYS FREQUENCY
MEASUREMENT UNITS:
10 Years
100 Years
ENGLISH
OUTPUT FOR DESIGN FREQUENCY of: 10 Years
===========================================
Runoff Computation for Design Frequency.
=============================================================================
ID C Value
A-1 0.9
A-2 0.45
A-3 0.45
A-4 0.9
A-5 0.5
A-6 0.45
Area
(acre)
0.20
3.74
3.98
0.26
1. 75
6.29
Tc
(min)
10.00
20.00
25.00
10.00
25.00
25.00
Tc Used
(min)
10.00
20.00
25.00
10.00
25.00
25.00
Intensity
(in/hr)
8.63
6.21
5.49
8.63
5.49
5.49
Supply Q
(cfs)
0.000
0.000
0.000
0.000
0.000
0.000
Total Q
(cfs)
1.554
10.450
9.831
2.020
4.803
15.536
On Grade Inlet Configuration Data
===============================================================================
Inlet
ID
A-2
A-4
A-5
Inlet
Type
Curb
Curb
Curb
Inlet Slopes Gutter
Length Long Trans n Depr.
(ft) (%) (%)
5.00 6.37
5.00 0.36
10.00 27.00
2.00 0.014
2.00 0.014
2.00 0.014
(ft)
0.33
0.33
0.33
On Grade Inlets Conmputation Data.
Grate
Width Type
(ft)
n/a
n/a
n/a
n/a
n/a
n/a
Pond Width
Allowed
(ft)
12.00
12.00
12.00
Critic
Elev.
(ft)
309.10
310.50
310.50
=================================================================================
Inlet
ID
A-2
A-4
A-5
Inlet
Type
Curb
Curb
Curb
Total Q
(cfs)
10.450
2.020
4.803
Intercept
Capacity
(cfs)
2.976
1. 939
2.744
Q Bypass
Allow Actual
(cfs) (cfs)
0.000
0.250
0.250
7.474
0.082
2.058
Page 1
To Inlet Required
ID Length
A-1
A-1
A-3
(ft)
29.43
6.01
26.63
Actual
Length
(ft)
5.00
5.00
10.00
Ponded
Width
(ft}
11.70
10.80
6.65
stmOutput
Sag Inlets Configuration Data.
=================================================================================
Inlet
ID
A-1
A-3
A-6
Inlet Length/ Grate
Type Perim. Area
(ft) (sf)
Left-Slope
Long Trans
( % ) ( % )
Grate 14.70
Curb 8.00
Curb 10.00
5.00 0.60 2.00
n/a 38.30 2.00
n/a 2.70 2.00
Sag Inlets Computation Data.
Right-Slope
Long Trans
( % ) ( % )
Gutter
n DeprW
(ft)
0.30
0.50
0.16
2.00 0.014
2.00 0.014
2.00 0.014
n/a
1. 50
1. 50
Depth
Allowed
(ft)
0.50
0.50
0.50
Critic
Elev.
(ft)
309.00
310.40
310.80
================================================================================
Inlet
ID
Inlet
Type
Length Grate
Perim Area
(ft) (sf)
Total Q Inlet
Capacity
A-1
A-3
A-6
Grate
Curb
Curb
(ft )
n/a
8.00
10.00
Cumulative Junction
14.70 5.00
n/a n/a
n/a n/a
(cfs ) (cfs)
9.110
11.889
15.536
16.044
10.749
13.436
Discharge Computations
Total
Head
(ft)
0.343
0.556
0.584
Ponded Width
Left Right
(ft) (ft)
16.95
6.75
12.25
6.40
15.25
20.85
=================================================================================
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 Grate 0.468 16.22 25.77 5.39 0.000 0.00 40.964
A-2 Curb 0.450 3.74 20.00 6.21 0.000 0.00 10.450
A-3 Curb 0.450 3.98 25.00 5.49 0.000 0.00 9.831
A-4 Curb 0.900 0.26 10.00 8.63 0.000 0.00 2.020
A-5 Curb 0.461 8.04 25.12 5.47 0.000 0.00 20.283
A-6 Curb 0.450 6.29 25.00 5.49 0.000 0.00 15.536
OUT JnctBx 0.468 16.22 25.77 5.39 0.000 0.00 40.964
Jl JnctBx 0.467 12.28 25.74 5.40 0.000 0.00 30.932
J2 JnctBx 0.475 8.30 25.17 5.47 0.000 0.00 21.542
Conveyance Configuration Data
=================================================================================
Run# Node I.D. Flowline Elev.
US OS US OS
(ft) (ft)
Shape #
Page 2
Span
(ft)
Rise
(ft)
Length
(ft)
Slope
( % )
n value
stmOutput
1 A-1 OUT 304.86 303.48 Box 1 4.00 3.00 405.40 0.34 0.013
2 A-2 A-1 305.90 304.86 Circ 1 0.00 1. 50 22.70 4.59 0.013
3 Jl A-1 305.01 304.86 Circ 1 0.00 2.00 15.40 0.97 0.013
4 A-3 Jl 305.74 305.51 Circ 1 0.00 1. 50 22.50 1. 02 0.013
5 J2 Jl 306.13 305.01 Circ 1 0.00 2.00 237.60 0.47 0.013
6 A-4 J2 306.77 306.63 Circ 1 0.00 1. 50 14.20 0.99 0.013
7 A-5 J2 306.34 306.13 Circ 1 0.00 2.00 21.60 0.97 0.013
8 A-6 A-5 306.90 306.34 Circ 1 0.00 2.00 56.00 1. 00 0.013
---------------------------------------------------------------------------------
Conveyance Hydraulic Computations. Tailwater = 0.000 (ft)
=================================================================================
Hydraulic Gradeline Depth
Run# US Elev OS Elev Fr.Slope Unif. Actual
(ft) (ft) (%) (ft) (ft)
1 306.50 305.12 0.110 1. 64 1. 64
2* 307.14 306.50 0.989 0.72 1. 50
3 307.18 306.74 1.869 2.00 2.00
4* 307.38 307.18 0.876 1.14 1. 50
5 309.34 307.18 0.907 2.00 2.00
6* 309.34 309.34 0.037 0.45 1. 50
7* 309.51 309.34 0.804 1. 50 2.00
8* 309.77 309.51 0.472 1. 22 2.00
Velocity
Unif. Actual
(f/s) (f/s)
6.24 6.24
12.50 5.91
9.85 9.85
6.84 5.56
6.86 6.86
4.56 1.14
8.03 6.46
7.75 4.95
Q
(cfs)
40.96
10.45
30.93
9.83
21.54
2.02
20.28
15.54
Cap
(cfs)
72.21
22.50
22.33
10.62
15.53
10.43
22.31
22.63
June
Loss
(ft)
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
=================================================================================
OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years
=============================================
Runoff Computation for Analysis Frequency.
=============================================================================
ID C Value Area Tc
(acre) (min)
A-1 0.9 0.20 10.00
A-2 0.45 3.74 20.00
A-3 0.45 3.98 25.00
A-4 0.9 0.26 10.00
A-5 0.5 1. 75 25.00
A-6 0.45 6. 29 25.00
Tc Used
(min)
10.00
20.00
25.00
10.00
25.00
25.00
Page 3
Intensity
(in/hr)
11.64
8.43
7.48
11.64
7.48
7.48
Supply Q
(cfs)
0.000
0.000
0.000
0.000
0.000
0.000
Total Q
(cfs)
2.095
14.188
13.392
2.724
6.543
21.165
stmOutput
On Grade Inlet Configuration Data
===============================================================================
Inlet
ID
Inlet
Type
Inlet Slopes
Length Long Trans
(ft) ( % ) ( % )
Gutter
n Depr.
(ft)
Grate
Width Type
(ft)
Pond Width
Allowed
(ft)
Critic
Elev.
(ft)
A-2
A-4
A-5
Curb
Curb
Curb
5.00 6.37 2.00 0.014
5.00 0.36 2.00 0.014
10.00 27.00 2.00 0.014
On Grade Inlets Conmputation Data.
0.33
0.33
0.33
n/a
n/a
n/a
n/a
n/a
n/a
12.00
12.00
12.00
309.10
310.50
310.50
=================================================================================
Inlet
ID
Inlet
Type
Total Q Intercept
Capacity
(cfs)
Q Bypass
Allow Actual
(cfs) (cfs)
To Inlet Required Actual
Length
(ft)
Ponded
Width
(ft)
A-2
A-4
A-5
Curb
Curb
Curb
(cfs)
14.188
2.724
6.543
3.410
2.405
3.270
Sag Inlets Configuration Data.
0.000
0.250
0.250
10.779
0.318
3.273
ID Length
A-1
A-1
A-3
(ft)
35.31
7.18
31. 31
5.00
5.00
10.00
13.10
12.10
7.45
=================================================================================
Inlet Inlet Length/ Grate
ID Type Perim. Area
(ft) (sf)
Left-Slope
Long Trans
( % ) ( % )
A-1
A-3
A-6
Grate 14.70
Curb 8.00
Curb 10.00
5.00 0.60 2.00
n/a 38.30 2.00
n/a 2.70 2.00
Sag Inlets Computation Data.
Right-Slope
Long Trans
( % ) ( % )
Gutter
n DeprW
(ft)
0.30
0.50
0.16
2.00 0.014
2.00 0.014
2.00 0.014
n/a
1. 50
1. 50
Depth
Allowed
(ft)
0.50
0.50
0.50
Critic
Elev.
(ft)
309.00
310.40
310.80
================================================================================
Inlet
ID
A-1
A-3
A-6
Inlet
Type
Grate
Curb
Curb
Length
(ft)
n/a
8.00
10.00
Grate
Perim Area
(ft) (sf)
14.70
n/a
n/a
5.00
n/a
n/a
Total Q Inlet
Capacity
(cfs) (cfs)
13.192
16.665
21.165
16.044
10.749
13.436
Cumulative Junction Discharge Computations
Total
Head
(ft)
0.439
0.851
0.870
Ponded Width
Left Right
(ft) (ft)
19.45
7.65
13.80
7.35
17.30
23.40
=================================================================================
Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total
Page 4
stmOutput
I. D. Type C-Value Dr.Area Tc Supply Q Q in Node Disch.
(acres) (min) (in/hr) cfs) (cfs) (cfs)
---------------------------------------------------------------------------------
A-1 Grate 0.468 16.22 25.60 7.38 0.000 0.00 56.041
A-2 Curb 0.450 3.74 20.00 8.43 0.000 0.00 14.188
A-3 Curb 0.450 3.98 25.00 7.48 0.000 0.00 13.392
A-4 Curb 0.900 0.26 10.00 11. 64 0.000 0.00 2.724
A-5 Curb 0.461 8.04 25.11 7.46 0.000 0.00 27.638
A-6 Curb 0.450 6.29 25.00 7.48 0.000 0.00 21.165
OUT JnctBx 0.468 16.22 25.60 7.38 0.000 0.00 56.041
Jl JnctBx 0.467 12.28 25.58 7.38 0.000 0.00 42.310
J2 JnctBx 0.475 8.30 25.15 7.45 0.000 0.00 29.357
---------------------------------------------------------------------------------
Conveyance Configuration Data
=================================================================================
Run# Node I.D.
US DS
1 A-1 OUT
2 A-2 A-1
3 Jl A-1
4 A-3 Jl
5 J2 Jl
6 A-4 J2
7 A-5 J2
8 A-6 A-5
Flowline Elev.
US DS
(ft) (ft)
304.86 303.48
305.90 304.86
305.01 304.86
305.74 305.51
306.13 305.01
306.77 306.63
306.34 306.13
306.90 306.34
Shape #
Box 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Span
(ft)
4.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Rise
(ft)
3.00
1. 50
2.00
1. 50
2.00
1. 50
2.00
2.00
Conveyance Hydraulic Computations. Tailwater = 0.000 (ft)
Length
(ft)
405.40
22.70
15.40
22.50
237.60
14.20
21. 60
56.00
Slope
( % )
0.34
4.59
0.97
1. 02
0.47
0.99
0.97
1. 00
n value
0.013
0.013
0.013
0.013
0.013
0.013
0.013
0.013
=================================================================================
Hydraulic Gradeline Depth
Run# US Elev DS Elev Fr.Slope Unif. Actual
(ft) (ft) (%) (ft) (ft)
1 306.92 305.54 0.205 2.06 2.06
2* 307.34 306.92 1. 824 0.86 1. 50
3 307.46 306.92 3.497 2.00 2.00
4 307.83 307.46 1.625 1. 50 1. 50
5 311.46 307 .46 1. 684 2.00 2.00
6* 311.47 311.46 0.067 0.52 1. 50
7 311.78 311.46 1. 492 2.00 2.00
8* 312.27 311.78 0.875 1. 53 2.00
Page 5
Velocity
Unif. Actual
(f/s) (f/s)
6.79 6.79
13.46 8.03
13.47 13.47
7.58 7.58
9.34 9.34
4.95 1. 54
8.80 8.80
8.20 6.74
Q
(cfs)
56.04
14.19
42.31
13.39
29.36
2.72
27.64
21.17
Cap
(cfs)
72.21
22.50
22.33
10.62
15.53
10.43
22.31
22.63
June
Loss
(ft)
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
stmOutput
===================================END===========================================
* Super critical flow.
NORMAL TERMINATION OF WINSTORM.
Warning Messages for current project:
Runoff Frequency of: 10 Years
Capacity of grade inlet exceeded at inlet Id= A-2
Capacity of grade i nlet exceeded at inlet Id= A-4
Capacity of grade inlet exceeded at inlet Id= A-5
Computed left ponded width exceeds allowable width at inlet Id= A-1
Computed right ponded width exceeds allowable width at inlet Id= A-3
Capacity of sag inlet exceeded at inlet Id= A-3
Computed right ponded width exceeds allowable width at inlet Id= A-6
Computed left ponded width exceeds allowable width at inlet Id= A-6
Capacity of sag inlet exceeded at inlet Id= A-6
Tailwater set to uniform depth elevation= 305.12(ft)
Run# 3 Insufficient capacity.
Run# 5 Insufficient capacity.
Runoff Frequency of: 100 Years
Capacity of grade inlet exceeded at inlet Id= A-2
Computed ponded width exceeds allowable width at inlet Id= A-2
Capacity of grade inlet exceeded at inlet Id= A-4
Computed ponded width exceeds allowable width at inlet Id= A-4
Capacity of grade inlet exceeded at inlet Id= A-5
Computed left ponded width exceeds allowable width at inlet Id= A-1
Computed right ponded width exceeds allowable width at inlet Id= A-3
Capacity of sag inlet exceeded at inlet Id= A-3
Computed right ponded width exceeds allowable width at inlet Id= A-6
Computed left ponded width exceeds allowable width at inlet Id= A-6
Capacity of sag inlet exceeded at inlet Id= A-6
Tailwater set to uniform depth elevation= 305.54(ft)
Run# 3 Insufficient capacity.
Run# 4 Insufficient capacity.
Run# 5 Insufficient capacity.
Upstream hydraulic gradeline exceeds critical elevation at node Id= J2
Upstream hydraulic gradeline exceeds critical elevation at node Id= A-4
Run# 7 Insufficient capacity.
Upstream hydraulic gradeline exceeds critical elevation at node Id= A-5
Upstream hydraulic gradeline exceeds critical elevation at node Id= A-6
Page 6
VbLf'\I
FOR OFFICE Utt ONLY
P&Z CASE NO.: 0 -3CJ
DATE SUBMITTED~-/ {g -Ol-
SITE PLAN APPLICATION
MINIMUM SUBMITTAL REQUIREMENTS
_i_ Site plan application completed in full.
~ $200.00 Application Fee .
.!:If!... $200.00 Development Permit Application Fee .
m.~ q: JO Jltri
Jif.a $600.00 Public Infrastructure Inspection Fee if applicable . (This fee is payable if construction of a public
v' waterline, sewerline , sidewalk, street or drainage facilities is involved.)
__ Eleven ( 11) folded copies of site plan
__ One (1) folded copy of the landscape plan . \/Qo"ll1ot.0 €>'-f PA\'2.~ DtP"t ·
.J::Jl1 One (1) copy of building elevation required for buildings with a footprint of 20,000 sq. ft . or greater
t::1.h._ A list of building materials for all facades that are visible from the public right-of-way .
_LA copy of the attached site plan checklist with all items checked off or a brief explanation as to why they
are not checked off.
~Parkland Dedication requirement approved by the Parks & Recreation Board , please provide proof of
approval (if applicable).
Date of Preapplication Conference: __ Ja=n-..u=a .... rv ........ 5-.. • .-2-..00-..4...__ _______________ _
NAME OF PROJECT Lincoln Community Center -Expansion & Multipurpose Pavilion
ADDRESS 1000 Eleanor Street, College Station, TX 77840
LEGAL DESCRIPTION ____________________________ _
APPLICANT/PROJECT MANAGER 'S INFORMATION (Primary Contact for the Project):
Name Rabon Metcalf Engineering <RME>
Street Address __ P __ .o __ ..... e .... o .... x ..... 92 ..... 5 ... 3 ____________ _ City College Station
E-Mail Address rrnenglneer@iuno.com
Fax Number (979) 690-0329
State ..... TX ______ Zip Code .._77.....,.84-......-.2 ___ _
Phone Number (979) 219-4174
PROPERTY OWNER'S INFORMATION :
Name City of College Station -Parks & Recreation Department
Street Address 1000 Krenek Tap Road City College Station
State TX Zip Code ..... 77 ...... 840 ........... ___ _ E-Mail Address -------------
Phone Number ... <9 ..... 7 ..... 9)._.7......,64-348 ......................... 6.___ _____ _ Fax Number (979) 764-3737
ARCHITECT OR ENGINEER'S INFORMATION :
Name Same As Appllcant
Street Address -----------------City---------
State -----Zip Code------E-Mail Address -------------
Phone Number -----------Fax Number _____________ _
6113/03 I of6
OTHER CONTACTS (Please specify type of contact, i.e. project manager, potential buyer, local c::ontact , etc.)
Name Holster & Associates -Architect
Street Address 7607 Eastmarls Drive. Suite 200 City College Station
State TX Zip Code ...... 77 ...... 84 ............. 0 ___ _ E-Mail Address ------------
Fax Number (979) 693-8370 Phone Number """'<9-...7.:.-9)'""'6"""9..-3-"-3""'"17~9~------
CURRENT ZONING _________________________ _
PRESENT USE OF PROPERTY ..-C..-o=m=m;..;.;u=n=itv""'-'C""'e=n=te=r.__ _________________ _
PROPOSEDUSEOFPROPERTY ..-C..-o=m=m;..;.;u=n=~~C""'e=n=~=r.__ ________________ _
VARIANCE($) REQUESTED AND REASON(S) .-..No=n-..-e _________________ _
#OF PARKING SPACES REQUIRED ......,10 ...... 1 __ #OF PARKING SPACES PROVIDED ......,10 ...... 1 __
MUL Tl-FAMILY RESIDENTIAL PARKLAND DEDICATION
Total Acreage ____ _ # of Multi-Family Dwelling Units
Floodplain Acreage __ _ _ __ x $452 = $ _______ _
Housing Units ____ _ _ __ # of acres in floodplain
# of 1 Bedroom Units # of acres in detention ------
# of 2 Bedroom Units ---___ # of acres in greenways
# of 3 Bedroom Units ---___ date dedication approved by Parks Board
___ # of 4 Bedroom Units COMMERCIAL
FOR 2 BEDROOM UNITS ONLY Total Acreage--------
___ # Bedrooms = 132 sq . ft. Building Square Feet ____ _
___ #Bedrooms< 132 sq. ft. Floodplain Acreage _____ _
NOTE: Parkland Dedication fee Is due prior to the Issuance of a Bulldlng Pennit.
The applicant has epared this application and certifies that the facts stated herein and exhibits attached
hereto are true and correct.
February 16, 2004
Date
SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION
Application is hereby made for the following development specific site/waterway alterations:
Increased impervious cover from expansion of Lincoln Communitv Center complex located in the watershed of Tributary B
of Bee Creek.
ACKNOWLEDGMENTS:
I, Rabon A. Metcalf. P.E. , design engineer/owner, hereby acknowledge or affirm that:
The information and conclusions contained in the above plans and supporting documents comply with the current
requirements of the ity of College Station , Texas City Code, Chapter 13 and its associated Drainage Policy and Design
Standards. As a co ition of approval of this permit application, I agree to construct the improvements proposed in this
appli rdin to these documents and the requirements of Chapter 13 of the College Station City Code.
Contractor
CERTIFICATIONS: (for proposed alterations within designated flood hazard areas.)
A.I , Rabon A. Metcalf .E. certify that any nonresidential structure on or proposed to be on this site
as part of this applicati n is designated to prevent damage to the structure or its contents as a result of flooding from the
100 er1u~-rn....
Februay 16. 2004
Date
B. I, Rabon A. Metcalf PE. certify that the finished floor elevation of the lowest floor, including any
basement, of any residen al structure , proposed as part of this application is at or above the base flood elevation
est · m the atest deral Insurance Administration Flood Hazard Study and maps, as amended .
February 16, 2004
Date
C. I, N/A , certify that the alterations or development covered by this permit shall
not diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations
or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning
encroachments of floodways and of floodway fringes .
Engineer Date
D. I, NIA , do certify that the proposed alterations do not raise the level of the 100
year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study.
Engineer Date
Conditions or comments as part of approval : -------------------------
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be
taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets,
or existing drainage facilities .
All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer
for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply.
~ 1 .
~ 2.
~ 3.
~ ~ ~
~ 4 .
~ 5.
~ 6 .
~ 7.
~ ~
~ ~
I ut"
~
</) ~ ~ ~ \l ~ \()
ef 8.
~
N/A a
~
~
SUBMIT APPLICATION AND THIS
LIST CHECKED OFF WITH 10
FOLDED COPIES OF SITE PLAN FOR REVIEW
SITE PLAN MINIMUM REQUIREMENTS
(ALL CITY ORDINANCES MUST BE MET)
INCLUDING BUT NOT LIMITED TO THE FOLLOWING:
Sheet size -24" x 36" (minimum).
A key map (not necessarily to scale).
Title block to include:
Name, address, location, and legal description
Name, address, and telephone number of applicant
Name, address, and telephone number of developer/owner (if differs from applicant)
Name, address, and telephone number of architect/engineer (if differs from applicant)
Date of submittal
Total site area
North arrow.
Scale should be largest standard engineering scale possible on sheet.
Ownership and current zoning of parcel and all abutting parcels.
Existing locations of the following on or adjacent to the subject site :
Streets and sidewalks (R.O.W .).
Driveways (opposite and adjacent per Section 7 .3 of the Unified Development Ordinance).
Buildings.
Water courses.
Show all easements clearly designating as existing and type (utility, access, etc.).
100 yr. floodplain and floodway (if applicable) on or adjacent to the proposed project site, note if
there is none on the site.
Utilities (noting size and designate as existing) within or adjacent to the proposed site, including
building transformer locations, above ground and underground service connections to buildings,
and drainage inlets.
Meter locations.
Topography (2' max or spot elevations) and other pertinent drainage information. (If plan has
too much information, show drainage on separate sheet.)
Proposed location, type and dimensions of the following.:
Phasing. Each phase must be able to stand alone to meet ordinance requirements .
The gross square footage of all buildings and structures and the proposed use of each . If
different uses are to be located in a single building, show the location and size of the uses
within the building. Building separation is a minimum of 15 feet w/o additional fire protection.
Setbacks. Show building setbacks as outlined in the Unified Development Ordinance,
Article 5 .
Off-Street parking areas with parking spaces drawn, tabulated, and dimensioned. Minimum
parking space is 9' x 20', or on a perimeter row 9' x 18' with a 2' overhang . Designate number
of parking spaces required by ordinance and provided by proposal.
Handicap parking spaces.
r-J/A CJ
1-1/A CJ
"1/fr CJ
~/A CJ
~
~
~
:::
~
NOTE:
a;r"' 9 .
~ 10.
Parking Islands. Raised landscape islands, (6" raised curb) a minimum of 180 sq. ft. are
required at both ends of every parking row (greenspace area contiguous to the end island
maybe applied toward the required 180 sq. ft.). Additionally, 180 sq. ft. of landscaping for every
15 interior parking spaces must be provided . All required islands must be landscaped or set
with decorative pavers, or stamped dyed concrete or other decorative materials as approved .
Drives. Minimum drive aisle width.
Curb cuts . For each proposed curb cut (including driveways, streets, alleys, etc.) locate existing
curb cuts on the same opposite side of the street to determine separation distances between
existing and proposed curb cuts. Indicate driveway throat length as measured in the Unified
Development Ordinance, Section 7 .3 Access Management and Circulation.
Security gates (show swing path and design specs with colors).
Sidewalks (both public and private). Sidewalks are required at time of development if property
has frontage on a street shown on the Sidewalk Master Plan or if the review staff determines
the necessity.
Medians. Show any and all traffic medians to be constructed on site.
A fifteen foot parking setback from R.O.W. to curb of parking lot is required. Pavement may
encroach into this 15' setback by up to 7 contiguous parking spaces. A double parking island
(360 square feet) must be provided between each group of seven spaces. In no case may the
pavement be less than 6' from the property line.
Common open spaces sites
Loading docks
Detention ponds
Guardrails
Retaining walls
Sites for solid waste containers with screening. Locations of dumpsters are accessible but not
visible from streets or residential areas. Gates are discouraged and visual screening is
required . (Minimum 12 x 12 pad required.)
Show all easements clearly designating as proposed and type (utility, access, etc.). If dedicated
by separate instrument list by volume and page.
Utilities (noting size and designate as proposed) within or adjacent to the proposed site,
including building transformer locations, above ground and underground service connections to
buildings .
Meter locations (must be located in public R.O.W. or public utility easement.).
Proposed grading (1 ' max for proposed or spot elevations) and other pertinent drainage
information. (If plan has too much information, show drainage on separate sheet.)
Show proposed and existing fire hydrants. Fire hydrants must be located on the same side of a
major street as a project, and shall be in a location approved by the City Engineer. Any
structure in any zoning district other than R-1 , R-1A, or R-2 must be within 300 feet of a fire
hydrant as measured along a public street, highway or designated fire lane.
Show fire department connections. FDC's should be within 150' of the fire hydrant. In no case
shall they be any further than 300' apart, and they shall be accessible from the parking lot ·
without being blocked by parked cars or a structure .
Show fire lanes. Fire lanes a minimum of 20 feet in width with a minimum height clearance of
14 feet must be established if any portion of the proposed structure is more than 150 feet from
the curb line or pavement edge of a public street or highway.
Fire hydrants must be operable and accepted by the City, and drives must have an all weather
surface as defined in the Zoning Ordinance Section 9 before a building permit can be issued .
Will building be sprinkled? Yes ~ No CJ
If the decision to sprinkle is made after the site plan has been approved, then the plan must be
resubmitted.
Wheelstops may be required when cars overhang onto property not owned by the applicant or
where there may be conflict with handicap accessible routes or above ground utilities , signs or
other conflicts.
11 .
0 12.
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NOTE:
Show curb and pavement detail. A 6" raised curb is required around all edges of all parts of all
paved areas without exception. (To include island, planting areas, access ways, dumpster
locations, utility pads, etc.) No exception will be made for areas designated as "reserved for
future parking".
Landscape plans as required in Section 7.5 of the Unified Development Ordinance. The
landscaping plan can be shown on a separate sheet if too much information is on the original
site plan . If requesting protected tree points, then those trees need to be shown appropriately
barricaded on the landscape plan. Attempt to reduce or eliminate plantings in easements.
Include information on the plans such as:
required point calculations
additional streetscape points required. Streetscape compliance is required on all streets.
calculations for # of street trees required and proposed (proposed street tree points will accrue
toward total landscaping points.)
proposed new plantings with points earned
proposed locations of new plantings
screening of parking lots, 50 % of all shrubs used for screening shall be evergreen.
screening of dumpsters, concrete retaining walls , off street loading areas, utility connection
points , or other areas potentially visually offensive.
existing landscaping to remain
show existing trees to be barricaded and barricade plan. Protected points will only be awarded
if barricades are up before the first development permit is issued .
Buffer as required in Section 7.6 of the Unified Development Ordinance.
Show irrigation system plan. (or provide note on how irrigation system requirement will be met
prior to issuance of C .O.) All plans must include irrigation systems for landscaping. Irrigation
meters are separate from the regular water systems for buildings and will be sized by city
according to irrigation demand submitted by applicant and must include backflow prevention
protection.
Is there any landscaping in TxDOT R.O.W.? Yes CJ No cg/
If yes, then TxDOT permit must be submitted.
Will there be any utilities in TxDOT R.O.W .? Yes CJ No ~
If yes, then TxDOT permit must be submitted.
Will there be access from a TxDOT R.O.W.? Yes CJ No ~
If yes, then TxDOT permit must be submitted.
The total number of multi-family buildings and units to be constructed on the proposed project
The density of dwelling units per acre of the proposed project.
Provide a water and sanitary sewer legend to include water demands (minimum, maximum and
average demands in gallons per minute) and sewer loadings (maximum demands in gallons per
day).
Are there impact fees associated with this development? Yes 0
Signs are to be permitted separately.
No~
DEVELOPMENT SERVICES
TRANSMITTAL LETTER
Name/Firm : Rabon Metcalf I RME Date : 2116/0 4
Address: P.O . Box 9253. College Station. TX 77842
Phone: (979) 219-4174 Fax: ---~<9~7 ...... 9 .... ) 6 ...... 9 ...... 0 ...... -0 ...... 3~29..._ ____ _
We are transmitting the following for Development Services to review and comment: (Check all that apply.):
D Master Development Plan w/ D Redlines
D Preliminary Plat w/ D Redlines
D Final Plat w/ D Redlines
0 FEMA CLOMA/CLOMR/LOMA/LOMR w/ D Redlines
~Site Plan w/ D Redlines
~ Grading Plan w/ D Redlines
D Landscape Plan w/ D Redlines
D Irrigation Plan w/ D Redlines
D Building Construction Documentsw/ D Redlines
INFRASTRUCTURE AND ENGINEERING DOCUMENTS
All Infrastructure documents must be submitted as a complete set
The following a ra included in the complete set:
D Waterline Construction Documents w/ D Redlines
D Sewerline Construction Documents w/ D Redlines
D Drainage Construction Documents w/ D Redlines
D Street Construction Documents w/ D Redlines
D Easement application with metes & bounds decsription
~ Drainage Letter or Report w/ D Redlines
D Fire Flow Analysis w/ D Redlines
Special Instructions:
D Development Permit App .
D Conditional Use Permit
D Rezoning Application
D Variance Request
D Other -Please specify
--
--
D TxDOT Driveway Permit
D TxDOT Utility Permit
~ Other -Please specify
Various Detail Sheets
Lincoln Community Center -Expansion & Multipurpose Pavilion -2 Complete set of construction drawings
DEVELOPMENT PERMIT
PERMIT NO . 04-11 ~-'1
COLllC.l !oTATION
Project: LINCOLN COMMUNITY CENTER EXPANSION
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
Crawford Burnett League
Tract 189
7 .75 Acres
DATE OF ISSUE: 05/11/04
OWNER:
City of College Station-Parks & Recreation Department
1000 Krenek Tap Road
College Sation , Texas 77840
SITE ADDRESS:
1000 Eleanor Street
DRAINAGE BASIN:
Bee Creek Trib . "B"
VALID FOR 12 MONTHS
CONTRACTOR:
TYPE OF DEVELOPMENT: Full Development Permit
SPECIAL CONDITIONS:
All construction must be in compliance with the approved construction plans
All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section
7.5.E., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance , pr ior to any operations of
this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and
required to remain is strictly prohibited . The disposal of any waste material such as , but not limited to , paint , oil , solvents,
asphalt, concrete , mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also
prohibited.
TCEQ PHASE II RULES IN EFFECT.
The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site
in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design
Criteria . If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite , it is the
contractors responsibility to implement measures that will meet City , State and Federal requirements. The Owner and/or
Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any
silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any
disturbed vegetation be returned to its original condition , placement and state . The Owner and/or Contractor shall be
responsible for any damage to adjacent properties , city streets or infrastructure due to heavy machinery and/or equipment
as well as erosion , siltation or sedimentation resulting from the permitted work .
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be taken to insure
that debris from construction , erosion , and sedimentation shall not be deposited in city streets , or existing drainage
faci lities .
I hereby grant this permit for development of an area outside the special flood hazard area . All development shall be in
accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit
application for the above named project and all of the codes and ordinances of the City of College Station that apply .
OS--f/-o 4
Owner/Agent/Contractor Date