HomeMy WebLinkAboutDrainage ReportDrainage Report — Executive Summary
Caprock Crossing Detention Pond 2
College Station, Texas
ENGINEER
Schultz Engineering, LLC
P.O. Box 11995
College Station, Texas 77842
Phone: (979) 764 — 3900
OWNER/DEVELOPER
Brazos Texas Land Development, LLC.
C/O CapRock Texas
2809 Earl Rudder Freeway S, Suite 203
College Station, Texas 77845
(979)307-0321
GENERAL DESCRIPTION AND LOCATION
This project consists of the construction of Caprock Crossing Detention Pond 2 to provide Detention for
Caprock Crossing Lot 3R, Block 3 and a small portion of Lot 3A. Block i in College Station, Texas.
Caprock Crossing Detention Pond 2 is a commercial development, which will include the construction of a
detention pond and outfall structure.
This detention pond will be located in Caprock Crossing Common Area 2 along Old Arrington Road.
Disturbed Area: 1.33 Acres
Existing Land Use: Vacant
Proposed Land Use: GC
Number of Lots: 1
Drainage Basin: Alum Creek Drainage Basin
FEMA FIRM: #48041C0325E, Dated May 16, 2012
Floodplain: None of the development lies within the floodplain.
HYDROLOGIC CHARACTERISTICS
The pre -development condition of the land was pasture with some portions wooded. Exhibit A shows the
pre -development topography and the runoff flow directions.
GENERAL STORMWATER PLAN
This report addresses the storm runoff from the Caprock Crossing Lot 3R. The detention pond is
drainage plan for this development includes construction of a detention pond near the outfall of an existing
channel and concrete flume along Old Arrington Road. The storm runoff will collect in the proposed
parking areas and be conveyed to the pond via the existing private storm sewer system and drainage
channel. The detention pond will discharge the peak storm water runoff at a rate equal to or less than the
predevelopment rate except for the 2 year design storm.
Page 1 of 5
Drainage Report — Executive Summary
Caprock Crossing Detention Pond 2
College Station, Texas
COORDINATION & STORMWATER PERMITTING
The project will require a NOI be prepared to comply with the Texas Commission for Environmental
Quality storm water permitting for the construction site, as it is part of a large development. No other
permits are anticipated for this project.
DRAINAGE DESIGN
General Information: Stormwater runoff from the development will be collected in the existing inlets
and piping and be conveyed to the detention pond by the existing storm sewer
system and drainage channel along Greens Prairie Road West. The detention
pond will discharge the post -development storm runoff peak discharge rate
equal to or less than the pre -development peak discharge rate, except for the 2
year design storm. The runoff is discharged from the detention pond through an
outfall pipe into the roadside ditch along Old Arrington Road at an existing
culvert crossing.
The detention for Caprock Crossing Lot 3R consists of a proposed detention
pond with a single outflow pipe, see Exhibit B for details.
Detention Facility Analysis
T, Methodology: TR 55
T, Minimum: 10 minutes
Design Storm Events: 2-year, 10-year, 25-year, 50-year and 100-year detention facility
Pond Discharge Pipe
Materials: HDPE private storm sewer pipe
Manning's n Value: 0.013
Combined Runoff
Coefficients: 0.39 for existing conditions (with roadway) & 0.75 for developed conditions
Area Acres
C value
Area x C
Post -Development Area
1.60
0.75
1.20
Pre -Development Area
15.16
0.39
5.91
Total Area
16.76
0.42
7.11
Design Constraints: Max. water depth in the parking lot = 6 in. or 0.5 ft. for 100 year storm event.
Min. flow velocity = 2.5 fps
Max. flow velocity = 15 fps
Post -Development peak runoff less than or equal to existing storm water runoff
from the site.
Rational Equation: The rational equation is utilized to determine peak storm water runoff rates for
the Detention Facility design.
Q=CIA
Q = Flow (cfs)
A = Area (acres)
C = Runoff Coefficient
I = Rainfall Intensity (in/hr)
Page 2 of 5
Drainage Report — Executive Summary
Caprock Crossing Detention Pond 2
College Station, Texas
Design Software: Excel spreadsheets, AutoCAD Hydraflow Express, AutoCAD Hydraflow
Hydrographs Extension
The software was used to compute the pond storage and discharge data and the
pre and post -development peak runoffs and the routing of the flow through the
detention pond.
Design Results: The data presented in the Appendices and in the following tables indicates the
proposed detention pond is in accordance with the requirements of the design
guidelines.
Design Analysis: The post -development drainage areas are shown on Exhibit B. The design data
and descriptions of the detention pond outlet pipe and overflow spillways are
found in Appendix C.
The peak flow out of the detention ponds were determined by a Storage Routing
Analysis based on the Continuity Equation as follows: (I1+I2)+((2s1/dt)-
0l)=((2s2/dt)=02). The time interval, dt, used was 1 minute. The calculations
and results of the Storage Routing Analysis were used to generate hydrograph
peak flows and graphs for the pre and post development conditions. A summary
of the pre and post -development runoff information from the site is shown in
Table 2.
TABLE 1 Pre- & Post -Development Runoff Information — Detention Analysis
Tc
Area #
Area (Acres)
C
(Min.)
Pre
101
16.76
0.35
27
Post
201
16.76
0.42
27
As shown in Table 2, the post -development peak outflow from the project site is
less than the allowable peak outflow for each design storm event, except for the
2 year design storm. Additionally, Tables 3 presents the maximum water
surface and the amount of freeboard for the Detention Facility. The peak flow
out of the detention Facility and the maximum water surface was determined by
the Storage Routing Analysis. Specifications
Page 3 of 5
Drainage Report - Executive Summary
Caprock Crossing Detention Pond 2
College Station, Texas
TABLE 2 Pre- & Post -Development Peak Discharge Comparison
Location
Q2
cfs
Q10
cfs
Q25
cfs
Q50
cfs
Q100
cfs
Pre -Development
(Area 101)
21.71
30.80
35.39
40.24
42.02
Post Development with Detention
Post -Development
(Area zop
26.06
36.96
42.47
48.29
50.42
-
Pond Outfall
(Area 201 Routed Through Pond)
22.46
30.41
33.00
37.00
39.57
Decrease in Peak Flow
-0.75
0.39
2.39
3.24
2.45
TABLE 3 - Summary of Detention Pond Maximum Water Surface Levels
Storm Event
Peak Flow out of
Pond, (cfs)
Water Surface
Elevation,ft.
Freeboard
ft.
2-year
22_46
302.55
1.85
10-year
30_41
303.03
1.37
25-year
33_00
303.22
1.18
50-year
37_00
303.43
0.97
100-year
39_57
303.48
0.92
100-year Plugged
47_13
303.89
0.51
Top of Pond = 304.40', Spillway Crest = 303.4 P
The detention facility is controlled by a 30" outfall pipe.
If the outlet structure clogs the pond will outflow over the spillway with a
freeboard of 6" in the 100 year storm. The spillway is a 50' wide trapezoidal
weir.
Page 4 of 5
Drainage Report - Executive Summary
Caprock Crossing Detention Pond 2
College Station, Texas
Applicable Exhibits
Exhibit A - Pre -development Drainage Area Map
Exhibit B - Post -development Drainage Area Map
Appendix A - Drainage Area Summary
Appendix B - Time of Concentrations
Appendix C - Detention Facility Data & Hydrographs
than the increase in the 2 year design storm, the proposed detention pond will function within the
requirements and restrictions of the BCS Drainage Design Guidelines. The increase in the 2 year design
storm will be mitigated with the design and construction of the detention pond for full build out.
CERTIFICATION
"This report for the drainage design of the Caproeh Crossing Detention Pond 2, was prepared by me
in accordance with the provisions of the Bryan/College 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,"
OF OF Pf;1-�•• •J_�
Deven L. Doyen, P.E.
.....
DEVEN L�.DOYEN.
- ..•1 ,�� v Is
FIRM # 1,2327
SCHULTZ ENGINEERING; LLC
Page 5 of 5
EXHIBIT A
Pre -Development
Drainage Area Map
I
STATE HKIMAY 40 - WLLlAM D. PITCH MW
POW VARIES
7
TIME OF -
CONCENTRATION
I PATH SCALE IN FEET 0
IRAZOS TEXAS LAND LOT OR
DEVELOPMENT, LLC. BLOCKS
LOT 13R, BLOCK 5 W79 ACRES
GREENS PRAIRIE f
CENTER PHASE 2A -31J
1.62 ACRES
ZONED C-1
L
BRA OS TEXAS LAND
DEVELOPMENT, LLC. ILJI ta
LOT14R, LOCK
GREENS PRAIRIE
CENTER PHASE 2A
1.47 ACRES
ZONED C-I > LOT WR
BLOCKS
10M ACHED
-374,
t
'09
1110 -312-
/X
f-
306
30,9,
f > ao,5
m _308— LOT WRI
BLOCK
307- 701 ACF198ll
ins/30
lei
300-
A
so
BRAZOS TEXAS
> J
DEVEL
OPMENT, LLC.
LANOPD
r305 �j
LOT 1R, BLOCK 5
GREENS PRAIRIE b-
COMMON AREA I
15.39 ALKL�
CENTER PHASE t82 ACRIBS
N/F 111OXI/as 2A BOYD TRUCKS ZONED C-1 Lm T
2.445 ACRE . . . . . . .
TRACT
3718/219
W ZONED C1
NOT PLATTED
777
CITY OF COLLEGE -
-30" CII OF BRYAN STATION
6.60 ACRE TRACT Ir
3.79 ACRE TRACT
ZONED G
301-
1940/152 1217/585
ZONED GC
D NOT PLATTED NOT PLAT CITY OF COLLEGE STATION
6.788 ACRE TRACT
1216/440
ZONED GC
Q Schultz Engineering, LLC
Schultz
I.,..=
!LN D !��QNW I M" I W�D MB NO. MR
KERN I DIDI DID I JPS 14-336 JULY 2014
CAPROCK CROSSING PRE -DEVELOPMENT W� SCALE EXHIBIT
LOT IA—R AND LOT 3R) DRAINAGE AREA IMWWAI
BLOCK 3 DETENTION POND pmmm B
COLLEGE STATION, TEXAS MAP RUE ME, 14-336
EXHIBIT B
Post -Development
Drainage Area Map
`
STATE HIG M'AY 40 - WALILIAMM D.
HOW VAI£8
__ ___ _—�
_
I, I lid
Ju-1
\
TIME OF
\
CONCENTRATION
\
IRAZOS TEXAS LAND
316 .-- ,.- i � f (• -��.,.- "� I
"., .,` PATH
,`
DEVELOPMENT, LLC.
�D
LOT 13R, BLOCK 5
GREENS PRAIRIE
CENTER PHASE 2A
1.62 ACRES
\ J' m �, \a f`I
ZONED C-1
—
BRAZOS TEXAS LAND
DEVELOPMENT, LLC.
I i✓ I\lI� G'�/�/�' a , m� �T,. ,.,
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LOT 14R BLOCK 5
1 `61
LOT an 0
BLOCK O
V W2 ACREe \
11 '`
GREENS PRAIRIE
CENTER PHASE 2A
1.47 ACRES
ZONED C, ..'a$ / / , ' n �s _ 201 \ ��
BLOCK /
t%ACRES
Tma/05
a
ti
150 75®0
SCALE IN FEET
TOP OF POND 304.0
,wti.".wry , �O•/`U
ix�,:vo'iiv.w .! ern"
Pe1F OVERFLOW
tKM/35 . ` o.3s 6.7 \� -\IrF j / /� 31a
>
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0—
TOP OF BERM
30g� — — ELEV=304.40'
. \ \ l� 1-- 5' --� GROUND
A / II / `3 -=— l �` \ �.. J GROUND
I \ OS-,/ --3oe— _ LOT 1A-RI ~ I POND 1 1 TIE-IN
BLOCK 2 \ \ \ .111 BOTTOM 4
l'309 / // I III / P'i' LL 7M ACFEB
L 307 tow3o TYPICAL POND
\ BERM DETAIL
BRAZOS TEXASLAND
DEVELOPMENT,
LOP7-305
LOT 1R, BLOCK / ✓ / _ / I
GREENS PRAIRIE 1-I. I /I ��OOb, 9 / 1 /� ` y �
ACOMAOH AFEAI r
CENTE2PHASE r'__ / / / _ _ \\ / N/FBOYD TRUCKS
15.39 ACRES /
ZONED C-t I .I , / /� - Q�YO & EQUIPMENT _ \ EDGE OF
\ \ \ 30A/ // --t---' JT" ` ' \ / Oro 3 'GGNGREIE SET TOP OF SPILLWAY PAVEMENT ab ARRINGTGN
2.445 ACRE ROAD
// TRACT ELEV®303.45'
/�p, \ �' 371B/219 \ cavcRETE
P ZONED Cl °1" ' SET 4: ftIPRAP
QP / a t ; NOT PLATTED
\299 \\\ ! BOTTOM
CITY OF COLLEGE - \\ _ \�.' t 1, ... ..LEXISTNG
\^ 3 CITY OF 8RYAN O' \ 3 _y i ^ n - zee.6o EWAn LINE "
02.= -'" Op STATION \ SO tF WATER LINE yiT 36*
\ \ I 6.60 ACRE TRACT /� 3.79 ACRE TRACT \ f ��9 \ .-.�99 -- i / o.WX stiwe AssuMm s c°vER V I FL zea.z6 n - zoa.z3 VJLNti PIPES
1940/152.� / / — 1217/585
,-3°1'` NOT PLATTED (, Jp ZONED GC ZONED cc \\�\ \�\"o / " r — POND CROSS SECTION AT OUTFALL
ti \ 0,/ NOT PLATTED \\\\ e � i DETAIL
L 1 / G. \ �/ .
Schultz Engineering, LLC
N"Lu Im..5u A.
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BIB.)BI.dAtl 1BPE N0. 1333]
suRYEYEO I Dimmm I DMWN MMUMD Jae No, WTE
KERB Do DID JPS 14-336 JULY 2014
CAPROCK CROSSING POST -DEVELOPMENT SCALE EXHIBIT
LOT IA—R AND LOT 3R, DRAINAGE AREA -150
BLOCK 3 DETENTION POND P m„, 3a,,,E,
_Ao B
COLLEGE STATION, TEXAS MAP RIG MAIL 14-336
APPENDIX A
Drainage Area Summary
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APPENDIX B
Time of Concentration
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APPENDIX C
Detention Facility Data & Hydrographs
Detention Pond
Appendix C
Detention Pond Summary
Detention Facility
Design Storm
Inflow
Outflow
W.S.
Elevation
(yr)
(cfs)
(efs)
(ft)
2
26.06
22.46
302.55
................................................................................
10
36.96
30.41
303.03
.............................................................................
25
42.47
33.00
303.22
----------------------------------
50
-------------
48.29
------ -------
37.00
----------------
303.43
................ ...........................................................
100
50.42 1
39.57
303.48
Top of Pond Berm = 304.40', Top of Spillway 303.41'
Detention Facility
Appendix C
Detention Facility Area -Capacity Data
Detention Pond
Elevation
Depth
Volume
Cumulative
Volume
90% Cumulative
Volume
(it)
(it)
(ft)
(ft3)
(ft3)
299.5
0.0
0
0
0
300.0
0.5
6
6
5
301.0
1.5
1,574
1,580
1,436
302.0
2.5
5,506
7,085
6,441
303.0
3.5
9,962
17,047
15,497
304.0
4.5
20,920
37,967
34,515
304.4
4.9
11,741
49,708
45,189
Detention Facility
Appendix C
Elevation - Discharge Data
Depth - Discharge Data
Pond
30" Outfall
Pipe
50' Trapezoidal
Weir
Total Design
Elevation
Depth
Flow
Flow
Flow
(ft)
(ft)
(cfs)
(cfs)
(cfs)
299.5
0.0
0.00
0.00
0.00
300.0
0.5
0.65
0.00
0.65
301.0
1.5
3.25
0.00
3.25
302.0
2.5
5.12
0.00
5.12
303.0
3.5
30.01
0.00
30.01
304.0
4.5
42.12
64.81
106.93
304.4
4.9
45.15
140.86
186.01
Notes:
1. The Outlet Structure is a 30" outfall pipe.
2. The overflow spillway is a trapezoidal weir at 303.41'
Detention Pond
P1umied Condition
Depth - Discharge Data
Pond
30" Outfall
Pipe
50' Trapezoidal
Weir
Total Design
Elevation
Depth
Flow
Flow
Flow
(ft)
(ft)
(cfs)
(cfs)
(cfs)
299.5
0.0
0.00
0.00
0.00
300.0
0.5
0.00
0.00
0.00
301.0
1.5
0.00
0.00
0.00
302.0
2.5
0.00
0.00
0.00
303.0
3.5
0.00
0.00
0.00
304.0
4.5
0.00
64.81
64.81
304.4
4.9
0.00
140.86
140.86
Notes:
1. The Outlet Structure is a 30" outfall pipe.
2. The overflow spillway is a trapezoidal weir at 303.41'
Detention Facility
Appendix C
Storage Routing Analysis Parameters
t=60s
Detention Facility
Elevation
Depth
Discharge
Storage
2 s/t
2 s/t + O
(ft)
(ft)
(O, cfs)
(s, cf)
299.50
0.0
0.00
0.0
0.0
0.00
300.00
0.5
0.65
5.6
0.2
0.84
301.00
1.5
3.25
1579.6
52.7
55.90
302.00
2.5
5.12
7085.1
236.2
241.29
303.00
3.5
30.01
17046.7
568.2
598.23
304.00
4.5
106.93
37966.5
1265.6
1372.48
304.40
4.9
186.01
49707.T
1656.9
1842.94
The Outlet Structure is a 30" pipe. The overflow spillway is a trapezoidal
weir at elev = 303.41'
Detention Facility Inflow & Outflow Hydrographs
Appendix C
'
` Inflotii�
OufBow
" InflpYr,'
�ulflar4
l oti�;
,outflow
;Inflow:
`gtttflow
' `lnflo"vi
$Auttloiv[
2yr `
2y`:0
r,'
.
2,
S
ityr ".;:
$r':�
190 r�
:QOyr�
Q(cfs)
Q(cfs)
Q(cfs)
Q(cfs)
Q(cfs)
Q(cfs)
Q(cfs)
Q(cfs)
Q(cfs)
Q(cfs)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1 '; `
0.97
0.66
1.37
0,68
1.57
0.69
1.79
OJO
1.87
0.70
1.93
0.73
2.74
0.80
3.15
0.83
3.58
0.87
3.74
0.88
3° -
2.90
0.88
4.11
1.04
4,72
1.12
537
1.22
5.60
1.25
7' , 4'"
3.86
1.11
5.48
1.41
6.29
1.57
7.15
1.73
7.47
1.79
4.83
1.44
6.85
1 1.91
7.86
215
8.94
2.41
1 934
2.51
5,79
1.84
8.21
1 2.52
9.44
2.86
10.73
3.22
11.21
3.27
j 6.76
1 2.32
9.58
3.21
11.01
3.36
12.52
3.50
13.07
3.55
7.72
2.85
10.95
3.45
12.58
3.62
14.31
3.80
14.94
3.87
';•9' :.
&69
3.30
12.32
3.70
14.16
3.92
16.10
4.13
16.81
4.21
7777IFT7
9.65
3.48
13.69
3.98
15.73
4.23
17.88
4.47
18.68
4.56
77IT
10.62
3.68
15.06
4.27
17.30
4.54
19.67
4.80
20.54
4.89
i2 . ;,
11,58
3.91
16.43
4.56
18,87
4.85
21.46
5.07
22.41
5.11
13`-; -..
12.55
4.14
17.80
4.84
1 20.45
5.08
23.25
6.76
24.28
8.63
14
13.51
4.38
19.17
5.07
22.02
6.80
25.04
11.67
26.15
12.75
14.48
4.62
20.54
5.95
23.59
11.40
26.83
14.56
28.01
15.45
15.44
4.85
21.91
10.68
25.17,
14.11
28.61
16.80
29.88
17.65
16.41
5.03
23.27
13.16
26.74
16.14
30.40
18.70
31.75
19.57
11.37
5.12
24.64
15.19
28.31
17.93
32.19
20.43
33.62
21.30
18.34
8.21
26.01
16.91
29.88
19.56
33.98
22.06
35.48
22.92
'' 20
19.30
11.22
2738
18.37
31.46
21.03
35.77
23.60
37.35
24.48
20.27
13.01
28.75
19.75
33.03
22.43
37.56
25.06
39.22
25.98
21.23
14.54
30.12
21.03
34.60
23.78
39.34
26.48
41.09
27.44
23 '
22.20
15.76
31.49
22.26
36.17
25.08
41.13
27.87
42.95
28.87
'..
23.16
16.94
32.86
23.46
37.75
26.34
42.92
29.24
1 44.82
30.13
257
24.13
17.93
34.23
24.59
39.32
27.59
44.71
30.29
46.69
3E82
25==' +.
25.09
18.92
35.60
25.72
40.89
28.81
46.50
30.96
48.56
31.55
7772P7
26.6�
79.85
736.96,'
26.83
74F4T7
30.01
'7483F
31.67
"5 49 '
32.31
-; 28.E. ,'t.
25.57
20.64
36.28
27.81
41.68
30.54
47.39
3235
49.49
33.04
29,..
25.09
21.26
35.60
28.61
40.89
31.02
46.50
32.96
48.56
33.68
,36";'
24.61
21.71
34.91
29.23
40.11
31.43
45.60
33.49
47.62
34.26
24.13
22.04
34.23
29.74
39.32
31.78
44.71
33.96
46.69
34.76
23.64
22.26
33.54
30.06
38.53
32.08
43,82
34.37
45.75
35.21
' 77TY t`,''1
23.16
22.40
32.86
30.20
37.75
32.34
42.92
34.72
44.82
36.29
22.68
22.46
32.17
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Anpendix C
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11.66
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30.59
21.61
33.79
22.57
34.41
11.26
16.39
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24.56
18.35
30.24
20.86
33.46
21.79
34.10
7773T77
10.86
15.86
15.40
23.92
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29.69
20.12
33.10
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33.76
10.45
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26.23
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