HomeMy WebLinkAbout03-00500180- 00076181 Westfield Village Subdivision
Phase 6
Addendum #1
to the
Original Water and Sewer Report
submitted in conjunction with the
Phase 6 Construction Drawings
July, 2003
OF is
65923 744
7/2870
ADDENDUM TO
WATER AND SEWER ANALYSIS
FOR
WESTFIELD VILLAGE SUBDIVISION
Submitted in conjunction with Phase 6 Construction Drawings
Phase 1 of Westfield Village is nearing completion and the owner has decided
that Phase 6 should be the next section of the subdivision to open. Plans for this phase
call for 30 additional single- family residential lots.
The water and sewer analysis that was prepared for Westfield Village analyzed
Phase 1 -6 and made allowances for utility lines that were adequately sized to serve the
entire subdivision. However, the assumption in those studies was that the subdivision
would develop sequentially by phases and that each new phase would be contiguous to a
previous phase. This is not the case with Phase 6. There is no part of Phase 1 that is
contiguous to Phase 6, and the utility lines that serve Phase 6 will extend from lines that
were previously constructed other subdivisions north of Westfield Village. Therefore,
this analysis was prepared to demonstrate that the water and sewer systems being
proposed in Phase 6 function adequately when they are not connected to the systems in
Phase 1.
Sewer System Analysis
The primary sewer outfall for Phase 6 is a 12" sewer line that is being constructed
with an adjoining subdivision (Edelweiss Gartens, Phase 5). The lots in Phase 6 of
Westfield Village were included in the analysis and design of that system. A copy of that
analysis is shown in Exhibit A of this addendum. The 30 lots in Phase 6 of Westfield
Village are included in the 105 R -1 lots on Line CC -EE of the analysis.
Water System Analysis
The water supply for Phase 6 of Westfield Village will be a 12" line that was
installed along Victoria Avenue from Graham Road southward to its existing terminus.
The new water line in Phase 6 will connect to the 12" line and extend approximately 780
feet southward. Exhibit B shows a schematic drawing of Phase 6 and its proposed water
system.
A computer model of the Phase 6 water system was prepared using the same
parameters in the original study. As required, two fire hydrants flowing at a rate of 750
gpm each were added to the model to study the systems performance under fire flow
conditions. A printout of the output data is shown in Exhibit C. It indicates that the
lowest pressure experienced under these conditions was 83 psi. This is well above the
TCEQ minimum requirement of 20 psi. Therefore, we conclude that the water system
being proposed for Phase 6 of Westfield Village is adequately sized and that it can
function without connection to the system in Phase 1. It can also be concluded that
flow characteristics will be improved when the remainder of the water system in Phases
2 -5 is completed.
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EXHIBIT C
Westfield Village, Phase 6
Water System Analysis
* * * * * * * * * * * * * * K Y P I P E * * * * * * * * * * * * * *
* University of Kentucky Hydraulic Analysis Program *
* for the Distribution of Pressure and Flows in Pipe Network Systems *
* FORTRAN VERSION - 3.40 (01/02/91) *
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
DATE: 7/25/2003
TIME: 15:40:30
INPUT DATA FILENAME west6.dat
TABULATED OUTPUT FILENAME west6.out
***************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
S U M M A R Y O F O R I G I N A L D A T A
***************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
U N I T S S P E C I F I E D
FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG
P I P E L I N E A N D P U M P D A T A
PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE
(FEET) (INCHES)
1 0 1 1300.0 12.0 150.0 3.10 514.00
2 1 2 166.0 8.0 150.0 2.80
3 2 3 150.0 8.0 150.0 2.30
4 3 4 60.0 6.0 150.0 .70
5 4 5 350.0 6.0 150.0 .00
6 3 6 800.0 8.0 150.0 1.20
7 6 7 265.0 8.0 150.0 2.80
8 2 7 530.0 8.0 150.0 2.30
A SUCCESSFUL GEOMETRIC VERIFICATION HAS BEEN COMPLETED
J U N C T I O N N O D E D A T A
JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES
1 .00 296.00 1 2
2 3.00 298.00 2 3 8
3 .00 296.00 3 4 6
4 750.00 296.00 4 5
5 57.00 298.00 5
6 780.00 296.00 6 7
7 .00 300.00 7 8
EXHIBIT C
Westfield Village, Phase 6
Water System Analysis
O U T P U T O P T I O N D A T A
OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD
S Y S T E M C O N F I G U R A T I O N
THIS SYSTEM HAS 8 PIPES WITH 7 JUNCTIONS , 1 LOOPS AND 1 FGNS
****** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
S I M U L A T I O N R E S U L T S
****** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY = .00060
S I M U L A T I O N D E S C R I P T I O N ( L A B E L )
Westfield Village Sub. Ph 6
Res.Demand =3 GPM /Residence Fire Flow = 2 @ 750 GPM (Nodes 4 & 6)
July 2003 McCLURE ENGINEERING
P I P E L I N E R E S U L T S
PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL /1000
1 0 1 1590.00 5.97 .00 .98 4.51 4.59
2 1 2 1590.00 5.49 .00 4.48 10.15 33.08
3 2 3 1039.31 2.26 .00 1.57 6.63 15.05
4 3 4 807.00 2.29 .00 .91 9.16 38.25
5 4 5 57.00 .10 .00 .00 .65 .28
6 3 6 232.31 .75 .00 .04 1.48 .94
7 6 7 - 547.69 -1.22 .00 -.53 -3.50 -4.60
8 2 7 547.69 2.44 .00 .44 3.50 4.60
J U N C T I O N N O D E R E S U L T S
JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE
1 .00 507.05 296.00 91.46
2 3.00 497.08 298.00 86.27
3 .00 493.25 296.00 85.48
4 750.00 490.05 296.00 84.09
5 57.00 489.95 298.00 83.18 * Lowest Pressure
6 780.00 492.46 296.00 85.13
7 .00 494.21 300.00 84.16
•
EXHIBIT C
Westfield Village, Phase 6
Water System Analysis
S U M M A R Y O F I N F L O W S A N D O U T F L O W S
( +) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES
( -) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES
PIPE NUMBER FLOWRATE
1 1590.00
NET SYSTEM INFLOW = 1590.00
NET SYSTEM OUTFLOW = .00
NET SYSTEM DEMAND = 1590.00
D A T A C H A N G E S F O R N E X T S I M U L A T I O N
DEMAND C H A N G E S
DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR = 1.00
•
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Westfield Village Subdivision
Phase 6
Addendum #1
to the
i
Original Water and Sewer Report
submitted in conjunction with the
Phase 6 Construction Drawings
July, 2003
b
�,.
659 k
'Vs
44 ici ttf-
.
7/2 8/D
ADDENDUM TO
WATER AND SEWER ANALYSIS
FOR
WESTFIELD VILLAGE SUBDIVISION
Submitted in conjunction with Phase 6 Construction Drawings
Phase 1 of Westfield Village is nearing completion and the owner has decided
that Phase 6 should be the next section of the subdivision to open. Plans for this phase
call for 30 additional single- family residential lots.
The water and sewer analysis that was prepared for Westfield Village analyzed
Phase 1 -6 and made allowances for utility lines that were adequately sized to serve the
entire subdivision. However, the assumption in those studies was that the subdivision
would develop sequentially by phases and that each new phase would be contiguous to a
previous phase. This is not the case with Phase 6. There is no part of Phase 1 that is
contiguous to Phase 6, and the utility lines that serve Phase 6 will extend from lines that
were previously constructed other subdivisions north of Westfield Village. Therefore,
this analysis was prepared to demonstrate that the water and sewer systems being
proposed in Phase 6 function adequately when they are not connected to the systems in
Phase 1.
Sewer System Analysis
The primary sewer outfall for Phase 6 is a 12" sewer line that is being constructed
with an adjoining subdivision (Edelweiss Gartens, Phase 5). The lots in Phase 6 of
Westfield Village were included in the analysis and design of that system. A copy of that
analysis is shown in Exhibit A of this addendum. The 30 lots in Phase 6 of Westfield
Village are included in the 105 R -1 lots on Line CC -EE of the analysis.
Water System Analysis
The water supply for Phase 6 of Westfield Village will be a 12" line that was
installed along Victoria Avenue from Graham Road southward to its existing terminus.
The new water line in Phase 6 will connect to the 12" line and extend approximately 780
feet southward. Exhibit B shows a schematic drawing of Phase 6 and its proposed water
system.
A computer model of the Phase 6 water system was prepared using the same
parameters in the original study. As required, two fire hydrants flowing at a rate of 750
gpm each were added to the model to study the systems performance under fire flow
conditions. A printout of the output data is shown in Exhibit C. It indicates that the
lowest pressure experienced under these conditions was 83 psi. This is well above the
TCEQ minimum requirement of 20 psi. Therefore, we conclude that the water system
being proposed for Phase 6 of Westfield Village is adequately sized and that it can
function without connection to the system in Phase 1. It can also be concluded that
flow characteristics will be improved when the remainder of the water system in Phases
2 -5 is completed.
•
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•
EXHIBIT C
Westfield Village, Phase 6
Water System Analysis
* * * * * * * * * * * * * * K Y P I P E * * * * * * * * * * * * * *
* University of Kentucky Hydraulic Analysis Program *
* for the Distribution of Pressure and Flows in Pipe Network Systems *
* FORTRAN VERSION - 3.40 (01/02/91) *
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
DATE: 7/25/2003
TIME: 15:40:30
INPUT DATA FILENAME west6.dat
TABULATED OUTPUT FILENAME west6.out
***************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
SUMMARY O F O R I G I N A L D A T A
***************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
U N I T S S P E C I F I E D
FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG
P I P E L I N E A N D P U M P D A T A
PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE
(FEET) (INCHES)
1 0 1 1300.0 12.0 150.0 3.10 514.00
2 1 2 166.0 8.0 150.0 2.80
3 2 3 150.0 8.0 150.0 2.30
4 3 4 60.0 6.0 150.0 .70
5 4 5 350.0 6.0 150.0 .00
6 3 6 800.0 8.0 150.0 1.20
7 6 7 265.0 8.0 150.0 2.80
8 2 7 530.0 8.0 150.0 2.30
A SUCCESSFUL GEOMETRIC VERIFICATION HAS BEEN COMPLETED
J U N C T I O N N O D E D A T A
JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES
1 .00 296.00 1 2
2 3.00 298.00 2 3 8
3 .00 296.00 3 4 6
4 750.00 296.00 4 5
5 57.00 298.00 5
6 780.00 296.00 6 7
7 .00 300.00 7 8
EXHIBIT C
Westfield Village, Phase 6
Water System Analysis
O U T P U T O P T I O N D A T A
OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD
S Y S T E M C O N F I G U R A T I O N
THIS SYSTEM HAS 8 PIPES WITH 7 JUNCTIONS , 1 LOOPS AND 1 FGNS
****** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
S I M U L A T I O N R E S U L T S
****** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY = .00060
S I M U L A T I O N D E S C R I P T I O N ( L A B E L )
Westfield Village Sub. Ph 6
Res.Demand =3 GPM /Residence Fire Flow = 2 @ 750 GPM (Nodes 4 & 6)
July 2003 McCLURE ENGINEERING
P I P E L I N E R E S U L T S
PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL /1000
1 0 1 1590.00 5.97 .00 .98 4.51 4.59
2 1 2 1590.00 5.49 .00 4.48 10.15 33.08
3 2 3 1039.31 2.26 .00 1.57 6.63 15.05
4 3 4 807.00 2.29 .00 .91 9.16 38.25
5 4 5 57.00 .10 .00 .00 .65 .28
6 3 6 232.31 .75 .00 .04 1.48 .94
7 6 7 - 547.69 -1.22 .00 -.53 -3.50 -4.60
8 2 7 547.69 2.44 .00 .44 3.50 4.60
J U N C T I O N N O D E R E S U L T S
JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE
1 .00 507.05 296.00 91.46
2 3.00 497.08 298.00 86.27
3 .00 493.25 296.00 85.48
4 750.00 490.05 296.00 84.09
5 57.00 489.95 298.00 83.18 * Lowest Pressure
6 780.00 492.46 296.00 85.13
7 .00 494.21 300.00 84.16
EXHIBIT C
Westfield Village, Phase 6
Water System Analysis
S U M M A R Y O F I N F L O W S A N D O U T F L O W S
( +) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES
( -) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES
PIPE NUMBER FLOWRATE
1 1590.00
NET SYSTEM INFLOW = 1590.00
NET SYSTEM OUTFLOW = .00
NET SYSTEM DEMAND = 1590.00
D A T A C H A N G E S F O R N E X T S I M U L A T I O N
D E M A N D C H A N G E S
DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR = 1.00
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