HomeMy WebLinkAboutDrainage ReportDrainage Report
for
Castlerock Subdivision
Phase 1
College Station, Texas
September, 2006
Developer:
Greens Prairie Investors, Ltd.
By Greens Prairie Associates, LLC.
4490 Castlegate Drive
College Station, Texas 77845
(979) 690-7250
EiZ hover:
Civil Development, Ltd.
2900 Longmire Drive, Suite K
College Station, Texas 77845
(979) 764-7743
CERTIFICATION
I, Kent Laza, Licensed Professional Engineer No. 6592-3), State of Texas, certify that this
report for the drainage design for the Castlerock Subdivision —Phase 1, was prepared by
me in accordance with the provisions of the City of College Station Drainage Policy and
Design Standards for the owners hereof.
26
Castlerock Subdivision, Phase 1
Drainage Report
GENERAL
Location: Castlerock Subdivision, Phase 1 is located on the north side of SH 40 near its
intersection with the new section of Arrington Road.
Description:
■ Area: 13.4 acres
■ Proposed Land Use: PDD- Single Family Residential
■ # of Lots: 30 lots
■ Existing Land Use: Agricultural — consisting primarily of a wooded pasture used for cattle grazing
■ Land Description: Rolling terrain that falls northwest toward Spring Creek. The site is heavily
wooded.
Adjoining Land Use: The site is bounded on the north and east by undeveloped sections of the
Castlerock Subdivision and on the west by conservation zones that are to be left in
their natural state. Castlegate Subdivision and Forest Ridge Elementary School are
located across SH 40 from the site.
Primary Drainage Facility: Spring Creek — Main Channel
Flood Hazard Information:
FEMA FIRM: # 48041 CO205 D (February 9, 2000)
Floodplain: No portion of any developed lots lies within the floodplain of Spring Creek. The
floodplain is wholly contained within greenways and conservation areas outside of
the lots.
DRAINAGE DESIGN
Generallnfornuaion: Stormwater runoff from Phase 1 of the subdivision will be controlled by two
independent drainage systems within the development and the SH 40 roadside
ditch. In the report that follows, the systems are referred to as:
■ System I — Culvert under Castlerock Parkway at SH 40
■ System 2 — Inlets/storm drains on Castlerock Parkway
■ System 5 — Inlets/storm drains on Rocky Creek Trail
System 1 consists of a single 18" culvert under the main entrance into the
subdivision. The entrance is near the high point of a drainage divide, so the
amount of water it carries is relatively small.
Systems 2 and 5 are interior to the development and consist of a series of curb
inlets connected by underground pipes. The outfall for System 2 is a temporary
channel that generally follows the alignment of Castlerock Parkway through future
phases of the development until it reaches Spring Creek. The outfall for System 5
is a temporary channel that generally follows the alignment of Rocky Creek Trail
through future Phase 2 and into a tributary of Spring Creek. The design of System
5 includes two inlets planned for Phase 2 that are not being built with Phase 1, but
were included in the computations to determine pipe and inlet sizes.
Street Design: Standard cross-section (3% cross -slope, 27' B -B residential, 38' B -B collector)
Lay down curb & gutter on residential streets, standard 6" curb on the collector
street.
Asphalt pavement
Standard recessed curb inlets (length varies)
T, Methodology: TR 55
7,Mininnnn 10 minutes
Design Storm Event: 10 -year -residential strcct & storm sexver
25 -year -collector street culvert at SI1 40
PaL,C I oi`2
DRAINAGE DESIGN (cont.)
Pipe Materials: Corrugated HDPE w/smooth interior
Ivianning's n. ✓aiue: 0.012
Runoff Coefficients: 0.55 for developed lots
Design Constraints: Max. water depth in curb = 4.5 in. or 0.38 ft.
Min. flow velocity = 2.5 fps
Max. flow velocity = 15 fps
Min. freeboard at collector street culvert = 1 ft.
100 -yr storm runoff maintained within the ROW (4 inches above curb)
Design Sgftiwwre: Haestad Methods StorinCAD v 4.1
This software computes the rainfall and runoff using TR -55 and the Rational
Method. It computes inlet capture efficiencies using the orifice equation using the
methodology found in HEC 22. Flows through the pipes are computed using
Manning's Equation.
StorinCAD routes water down the curb, checks flow depth at the curb, determines
bypass flows for inlets on slope, computes pipe capacity, flowrate and velocity
through each pipe, and determines hydraulic grade line elevations at each inlet or
J unction box. All of this information is shown in the summary tables on Exhibits
D and E.
The College Station requirement for a 25% reduction in cross-sectional area of
pipes less than 27" diameter is achieved by using internal pipe diameters that are
less than the standard diameter. The following table shows how the reduced
diameters and areas used by the software. The reduced pipe diameters are noted as
18"(-25%) or 24"(-25%) in the output exhibits.
Std Pipe
Std Pipe
Reduced:
Reduced
Reduction
Dia.
Area
Pipe Dia.
Pipe Area
in
sf
in
sf
15
1.227
12990
0.920
28
18
1.767
15.300
1.277
28
21
2.405
18.187
1.804
25
24
3.142
20.785
2.356
25
Applicable E_yhibits: Exhibit A — Drainage Area Map
Exhibit B — Time of Concentration Worksheet
Exhibit C — StorinCAD Inlet Analysis Summary (10 -yr and 100 -yr storms)
Exhibit D — StorinCAD Pipe Analysis Summary (10 -yr and 100 -yr storms)
DETENTION DESIGN
General: Stormwater runoff from Phase 1 and all subsequent phases of the Castlerock
Subdivision flow into Spring Creek upstream of the regional detention facility
constructed in 2000. This facility was designed to control stormwater releases
from the Castlerock Subdivision and other adjoining properties. No additional
detention facilities are provided with the development of this project.
CONCLUSION Based on the output from the SiormCl41.) software, the drainage system in Phase 1
of the Castlerock Subdivision will function within the requirements and
restrictions of the College Station Drainage Policy and Design Standards.
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