HomeMy WebLinkAboutUtility AnalysisSeptember 29, 2008
Carol Cotter, P.E.
Assistant City Engineer
City of College Station
1101 Texas Avenue South
College Station, TX 77842
P.O. Box 9253, College Station, TX 77842
Off/Fax: (979) 690-0329
email: civil@rmengineer.com
RE: Utility Availability Analys~ for Creek Meadows Commercial Office
Lot 1-2, Block One-Creek Meadows, Section lC, Phase One-College Station, TX
RME No. 202-0363
Carol Cotter:
There is sufficient capacity in the existing water distribution system and proposed sanitary sewer
collection system to support the above referenced development and the associated proposed
improvements. The existing and proposed improvements and projected demands, for both water
and sanitary sewer, are summarized below:
•:• The subject property has ace ~ssibility to existing public water for both domestic and fire
use at the following locations:
o Existing 16" PVC public water line located in an existing 16' PUE, along the
right-of-way line of Greens Prairie Road West will be relocated (approximately
200 linear feet) into :t new 20' PUE required for the dedication of ROW along
Greens Prairie Road w· est;
o The proposed/relocated 16" PVC public water line will accommodate fire flows
from a proposed fire hydrant which will be located in the front center of the
development;
o Flow tests were obtained from the Wellborn S.UD. from two existing fire
hydrants installed al1)ng the 16" PVC water line located at the A&M Super
Storage at Wellborn Gommercial development. This flow test was conducted on
February 15, 2008, b~r Wellborn S.U.D. by Mr. Steven Cast and witnessed by this
office. Since this time no changes to the distribution system, in the immediate
influential area, have been made. The flow data is summarized below in Table #1
-Flow Test Data. A co y of this flow test re ort is attached to this letter.
FLOW TEST DATA I
Flow Pilot Static Residual
Hydrant Reading Flow Pressure Pressure
No. LocHtion si
FH l SE Cor of A&M Super 55
FH2 SW Cor of A&M Super -53 1250
Static FH Southmost FH on SS Ct. 66 65
Note: The reported flow is from the 2.5" nozzle of the identified flow hydrant;
•:• Fire Flow requirements and results:
Creek Meadows -Section lC, Phase One
Utility Availability Analysis
September 29, 2008
o Commercial fire hydrants will be analyzed to provide a frre flow of 2,500 gpm.
This flow may be spli t between two hydrant so long as they are within 600' of one
another;
o During fire flow conci.itions, the proposed system and adjacent infrastructure must
provide the required fire flow with a minimum residual pressure of20 psi;
o At all analyzed conditions, no water line shall have a velocity greater than 12 fps
in both existing and proposed mains;
o Utilizing the KYPIPE model, mentioned above, fire flow requirements for the
proposed water system improvements were determined to adequately meet or
positively exceed the minimum design standards. Resulting summary information
for the fire flow sc·enario is illustrated below in Table #2 -Water System
Summary and identifies the "worse-case" location in the water distribution system
(lowest pressure node or highest velocity in pipe). The entire water system model
is fully contained with the KYPIPE Hydraulic Analysis Data.
o The required 2,500 gpm fire flow will be split between the new proposed fire
hydrant located at t 1e front/center of this development and the existing frre
hydrant located at the SE property comer of A&M Super Storage at Wellborn
(common property comer with this development);
•:• The subject property has accessibility to public sanitary sewer at the following location:
o An existing 8" PVC public sanitary sewer line terminates on the northwest side of
Greens Prairie Road West and flows in a southeasterly direction through the
existing Creek Meadows development and eventually to the existing regional lift
station;
o A proposed 6" PVC Sanitary Sewer service line, laid at 0.80% grade, will be
installed to the exi~:ting 8" PVC public sanitary sewer from this proposed
development;
•:• Projected daily sanitary sewer demands, for this development and future development
contributing to the proposed 6" sanitary sewer line, are as follows (peaking factor of 4.0):
o The commercial office development will have an average daily wastewater flow
of 8,160 GPD and ;1 2-hour peak flow of 0.08 cfs (as determined using the
calculated water dem.md);
o The future residential development will contribute 100 gpd/capita and 2.67 capita
per dwelling unit. Tims the ADF will be 267 gpd and 0.0017 cfs PF per dwelling
unit. With 36 fourplex units proposed in the future the contributing residential
Peak Flow is estimated at 0.24 cfs;
o The wastewater flow from this development, and all other future developments
discharging to the ex:.sting 8" sanitary sewer, will total 0.32 cfs at the 2-hour peak
flow. The proposed 6" sanitary sewer line has an approximate capacity of 0.51
cfs at the proposed sl•)pe of 0.80% slope;
Creek Meadows -Section 1C, Phase One
Utility Availability Analysis
September 29, 2008
Please call should you have any que~tions or require assistance.
Sincerely,