HomeMy WebLinkAboutSewer and water System Report 10.3
- 7.16.
3:30
Sewer System Report
for
Castle Rock Subdivision
Phases 7 & 8
College Station, Texas
July, 2010
Prepared By:
SCHULTZ ENGINEERING, LLC.
TBPE Firm Registration No. 12327
2730 Longmire, Suite A
College Station, Texas 77845
979.764.3900
0:c " * ** \* *f
\tr.
JOSEPH P. SCHULTZ
6588•
F -12327
SCHULTZ ENGINEERING, LLC.
General Information
Location: The Castle Rock Subdivision, Phases 7 & 8, Lots 1 -25, Block 1, Lots 1-
16, Block 4 and Lots 1 -30, is located adjacent to the existing Phases 1A,
2A and 5.
General Note: These 71 residential lots will flow into the proposed 8" and 6" sewer
lines which are to be constructed with these Phases. These sewer lines
will be an extension of a sewer line constructed with Phase 5 that
connects to an existing manhole on the 21" impact fee sanitary sewer
line.
Land Use: Single Family Residential
Design Criteria
Primary Sewer Outfall: An existing 21" sewer line through this subdivision which was
constructed for the Castlegate Subdivision.
Domestic Demand:
Avg. Pop Density: 2.67 persons per unit
Average Flow: 100 gpd/cap Residential
Peaking Factor: 4
Pipe: PVC ASTM D 3034 SDR 26
Applicable Exhibits: Exhibit A — Sanitary Sewer System Layout
Exhibit B — Sanitary Sewer Analysis Spreadsheet
Conclusion
The proposed 8" and 6" lines flow into an existing 8" line previously
constructed with Phase 5 of this development. The analysis in Exhibit B
checks the calculated slope required to pass the estimated flow against
the design slope shown on the plans. The spreadsheet indicates the
design slope is greater than the minimum computed slope, so we
conclude that the system is more than capable of carrying the anticipated
flows from this phase and future phases of the subdivision.
Exhibit B also shows the full flow velocity in the proposed lines to range
from 2.50 fps to 3.19 fps and the calculated peak flow velocity to range
from 1.29 fps to 1.73 fps.
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`7.14
3:30
Water System Report
for
Castle Rock Subdivision
Phases 7 & 8
College Station, Texas
July, 2010
Prepared By:
SCHULTZ ENGINEERING, LLC.
TBPE Firm Registration No. 12327
2730 Longmire, Suite A
College Station, Texas 77845
979.764.3900
of �r
*1 �• *
JOSEPH P. SCHULTZ
V. 6588•
A A 1
1. ? -ro
F -12327
SCHULTZ ENGINEERING, LLC.
General Information
Location: Castle Rock Subdivision, Phase 7 & 8 Lots 1 -25, Block 1, Lots 1 -16,
Block 4 and Lots 1 -30, Block 5 is located adjacent to the existing Phases
1A,2A &
General Note: The water lines to serve these 71 residential lots will be an 8" along Rock
Bend Drive and a 6" line along Rocky Rhodes Drive. The 8" line will
connect to the existing 8" water line along Rock Bend Drive that was
constructed with Phase 5 and an 8" line that was constructed along Castle
Rock Parkway in Phase 1A. The 6" waterline connects to the 8" line on
Rock Bend Drive and a 6" line that was constructed along Castle Rock
Parkway in Phase 1A. The waterline layout is shown on Exhibit A.
Land Use: Single family residential
Design Criteria/Analysis
Fire Flow: 1,000 gpm for Single Family Residential
Domestic Use 1.5 gpm per lot for Single Family Residential
The proposed 6" and 8" water lines are in accordance with the Revised
Water System Report for the Castle Rock Subdivision prepared in July
2007. This report provides the results of the water system analysis under
the fire flow and domestic demand requirements which produced the
lowest pressure in the system. The scenario with the lowest pressure was
with the fire flow of 2,500 gpm in the commercial area of the
Subdivision. This scenario resulted in a residual pressure of 73 psi
which is significantly higher than the 35 psi minimum residual pressure
required. All scenarios using 1,000 gpm for the fire flow for the
hydrants in the residential sections resulted in higher residual pressures.
Additional analysis of Phase 7 & 8 of the Subdivision was performed for
this report to verify that the previous analysis results could be confirmed.
Attached is a field fire hydrant flow test, marked Exhibit B, performed
by the City of College Station on July 2, 2008. The fire hydrant was
located in Phase 2A of the subdivision and the results of the test yielded
a flow of 1,300 gpm at a residual pressure of 94 psi.
A KYPIPE computer model was developed for the proposed waterlines
for the Castle Rock Subdivision, Phase 7 and 8. The model was run
using a fire flow of 1,000 gpm for proposed Fire Hydrants 1 and 2 on
Rock Bend Drive and Fire Hydrant 3 on Rocky Rhodes Drive. A
maximum daily demand of 280.5 gpm was also used in the analysis for
the domestic demand from Phases 2A and 4 through 8 of the Subdivision
which are served by the water system modeled. The starting residual
pressure was based on the fire hydrant flow test. The node and pipe
locations are shown on Exhibit A.
Exhibit C is the KYPIPE output file with only the domestic peak flow
modeled. All node pressures exceed 95 psi for this scenario which is
greater than the 35 psi minimum required.
Exhibit D is the KYPIPE output file with the domestic peak flow and the
fire flow from Hydrant 1 at Rock Bend Drive and Rocky Rhodes Drive.
All node pressures exceed 88 psi for this scenario which is greater than
the 20 psi minimum required. All the pipe velocities are less than 12 fps
for this scenario. The maximum velocity in any of the pipes is 4.3 fps in
Pipe 1. This velocity is in the existing 8" line along Castle Rock
Parkway.
Exhibit E is the KYPIPE output file with the domestic peak flow and the
fire flow from Hydrant 2 on Rock Bend Drive. All node pressures
exceed 88 psi for this scenario which is greater than the 20 psi minimum
required. All the pipe velocities are less than 12 fps for this scenario.
The maximum velocity in any of the pipes is 4.6 fps in Pipe 28. This
velocity is in the existing 8" line along Castle Rock Parkway.
Exhibit F is the KYPIPE output file with the domestic peak flow and the
fire flow from Hydrant 3 on Rocky Rhodes Drive. All node pressures
exceed 88 psi for this scenario which is greater than the 20 psi minimum
required. All the pipe velocities are less than 12 fps for this scenario.
The maximum velocity in any of the pipes is 5.9 fps in Pipe 24. This
velocity is in the 6" line proposed along Rocky Rhodes Drive.
Conclusion
The proposed 8" and 6" water lines meet or exceed all of the design
criteria for the City of College Station. It will provide adequate water
pressure, flowrate and velocity for both domestic and fire flow demands.
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