HomeMy WebLinkAboutWater and Sewer ReportWater & Sewer Report
FOR
SHENANDOAH
PHASE 9
Location Map
NTS
COi.Lt.Gt ~ l Af
ENGINEERING
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---€.OF i'' -,L \>-"<; ••••••••• f..f" .... '•· ;~'.··· * • . .;71P"f.
I' ... ••• *' ~:: \*~ ~···································i!:
JUNE 2003 ~ .. ~.l.9.~e.g1.R.M9fh'd~~-·I
' f.--0... 32740 ... $1t ..,,">b·~ Q• 0~ f ;.('-;·{G1sTE~~··· ~ .;'
Prepared By: f1~s ~·~/:~··~ . .?
McClure Engineering, Inc. · '-"· 11, ~,......_ _
1008 Woodcreek Drive, Suite 103 r,/z.~fa3
College Station, Texas 77845
(979) 693-3838
WATER AND SEWER ANALYSIS
FOR
SHENANDOAH SUBDIVISION, PHASE 9
General Information
Shenandoah Subdivision, Phase 9 encompass a 14.7 acre tract of land in south
College Station located on the south side of Southern Plantation. There are 60 single-
family residential lots planned for this phase. The area surrounding the site is partially
developed at this time. Immediately to the north are the existing sections of Shenandoah
Subdivision (Phase 1-7). All of the land on the south, west and east sides of this tract is
currently undeveloped, but it is being planned for single family residential development
by the same developer.
Water System Analysis
The City of College has a 12" water line that serves the Shenandoah Subdivision
and runs the entire length of Southern Plantation Drive from SH 6 eastward to it terminus
just east of Alexandria Drive. This line is looped to the 18" line along Barron Road in
several locations and it will serve as the primary water source for Phases 9.
Computer modeling of the proposed water system in Phase 9 was conducted using
the Kentucky Pipe Network Analysis (KYPIPES). A schematic drawing of the water
system is shown in Exhibit A. The water system is modeled with an 8" line running
southward down Decatur Drive from Southern Plantation Drive to the end of the property
in Phase 9. Plans are being drawn for a 12" line along this road segment, but the model is
designed to demonstrate that an 8" line would be adequate. An Oversize Participation
Request has been submitted to the City of College for the increased size.
Domestic water demand was estimated assuming 3 gpm per residential lot. Two
fire hydrants flowing at a rate of750 gpm each were added to the models at hydraulically
remote locations to test the system under fire flow conditions. The hydrants were placed
at the highest elevation points where pressure is generally lowest.
Crews from the city's Public Utilities Department conducted pressure tests on the
existing line along Southern Plantation Drive in three locations. The results of these
tests are given in Exhibits B, C and D. The residual pressures from these tests were used
as the starting pressures (fixed grade nodes) for the KYPIPE model.
A printout from the computer model for Phase 9 under fully developed conditions
is provided in Exhibit E. The lowest pressure under fire flow conditions occurs at Node
5, which is at the end of a cul-de-sac just beyond one of the flowing hydrants. The
pressure was 54 psi. This is still well above the minimum pressure of 20 psi required by
the City of College Station and TCEQ. Therefore, one can conclude that the
proposed system is adequate to provide the pressure and flowrates for this phase of
the subdivision.
Page 1 of2
A second computer model was also prepared to demonstrate that the lines being
proposed with Phase 9, will also be adequate to serve subsequent phases in the immediate
area. Phases 8 and 10 are still being planned, but they lie immediately south and east of
Phase 9. The second model was prepared with the same assumptions as those of Phase 9.
Exhibit F is a printout of the model for Phases 8, 9 and 10 combined. Under the same
fully developed scenario with fire flows, the lowest computed pressure was 58 psi. This
second model proves that an 8" line on Decatur would be sufficient to serve all three
planned phases in this area.
Sewer System Analysis
The primary sewer outfall for Shenandoah Subdivision, Phase 9 was previously
designed and constructed with Phase 7 of the subdivision. It is a 12" line that extends
southward from the Shenandoah Subdivision to the Lick Creek Sewer Trunk line. It was
designed to accommodate the area where Phases 8 and 9 are being planned (See
Shenandoah, Ph 7 Sewer Analysis). Since Phase 9 is located upstream of Phase 8, both
systems were analyzed to demonstrate that they have adequate capacity. A schematic
drawing of this outfall and the proposed sewer systems in Phases 8 and 9 is shown in
Exhibit G.
The spreadsheet in Exhibit H computes the minimum slope of the lines needed to
carry water at 2 feet per second or faster. If that slope is less than the minimum slope
required by TCEQ, the value appears in red and indicates that the line has adequate
capacity even when laid on the minimum slope. The sewer demands were estimated
assuming 300 gpd per residential lot. Peaking factors are computed by the spreadsheet
and range from 3.6 to 5.0. All of the lines in the spreadsheet on Exhibit H have
computed slopes shown in red that are less than the minimum required by TCEQ.
Therefore, we conclude that the lines are adequately sized and will easily carry the
sewage flows that are expected to pass through them.
Page 2 of2
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Exhibit B
Flow Test Report
Date 6-/.2-0:J Time
Test made by: &; Z:d-~
Location :
Purpose of test :
Representative :
Witness:
Flow hydrant number. kt20 b --Nozzle size~: _ _..2=-c:..... _._,)"'----
Pitot reading : ~?b'--'-.-C"--___ G.P .M. : 1/£ 0
Static hydrant number : R n7il
Static: Joo P.S.L Residual: 9--5 P.S.I.
~--"'
'!f
VV/ ..&.•I •VVCJ ..LV.• ..1..'11: i n..i~ 0 I 0 I V":I: V":l:VJ,,. '-'V~~'-l'U tJ.J./l..L.J.VJ., .lLILJ.Ll.1 .1..J,. ,• • ~.VV":I:
Exhibit C
Flow Test Report
Dale b , -/ 2~0 3 Time /CJ; t/O . <Aj})p_M_
Test made by : L Z-~
Locauon :
Purpose of test :
Representative :
Witness :
Flow hydrant number. /{'-0 / 2 Nozzle size : ;?,, L
Pitol reading : ? £ G.P.M.: !/~O
static hydrant number : .~ 12,.//
Static : LOO . · P .s.t. Residual : @O P .S.I.
·~·
V V f ...... , .. vvv ..LV~ .&."'Z .1.l-~ QI Q • V'S v-::ir.v a..
Exhibit D
Flow Test Report
Date b-/,2·03 Time lt2.' CO
' 7
Testmadeby: L&h ;
Location : ,/, ?,a/ £70& o/:5
Purpose of test :
Representati\le :
Witness :
A.M-P.M.
Flow hydrant number:--1£ ___ -__ t2'--, ....... 1-~,,,_l_-_Nozzie size: 2 · ... S-
Pilot reading : ----~ ........ S_: __ G.P.M.: l/~0
Static hydrant number : L f -t? ,VD
static : 9__s-... P .S.L Residual : ro P.S.I.
~vvv
Exhibit E
KY Pipes Model for Shenandoah Subdivision
Phase 9 only
* * * * * * * * * * * * * * 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: 6/24/2003
TIME: 13:29: 3
INPUT DATA FILENAME --------------shen9 .dat
TABULATED OUTPUT FILENAME --------shen9.out
************************************************
S U M M A R Y 0 F 0 R I G I N A L DAT 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 AN D p u M p D A T A
PIPE NO. NODE NOS . LENGTH DIAMETER ROUGHNESS MINOR LOSS
(FEET) (INCHES)
1 0 1 250.0 8 .0 150.0 3.10
2 1 8 330.0 8.0 150.0 .50
3 1 2 540 .0 6.0 150.0 2.30
4 2 3 310.0 6.0 150 .0 .80
5 3 4 75.0 6.0 150.0 2.30
6 4 5 320.0 6.0 150 .0 .30
7 3 6 350 .0 6 .0 150 .0 1. 60
8 6 7 510.0 6.0 150.0 2.60
9 7 8 240 .0 8.0 150.0 .80
K FIXED GRADE
481. 00
THE NUMBER OF JUNCTION NODES = 8 WHICH DOES NOT AGREE WITH INPUT DATA
A SUCCESSFUL GEOMETRIC VERIFICATION HAS BEEN COMPLETED
J U N C T I 0 N N 0 D E D A T A
JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES
1 .00 297.00 1 2 3
2 807.00 299 .00 3 4
3 24.00 296 .00 4 5 7
4 750.00 297.00 5 6
5 39.00 302 .00 6
6 60.00 295.00 7 8
7 .00 302.00 8 9
8 .00 303.00 2 9
0 U T P U T
Exhibit E
KY Pipes Model for Shenandoah Subdivision
Phase 9 only
0 P T I 0 N D A T A
OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD
S Y S T E M C 0 N F I G U R A T I 0 N
THIS SYSTEM HAS 9 PIPES WITH 8 JUNCTIONS , 1 LOOPS AND 1 FGNS
*************************************
S I M U L A T I 0 N R E S U L T S
*************************************
THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY .00427
S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L)
Shenandoah Subdivision Phase 8 only
Res.Demand=3 GPM/Residence Fire Flow
June 2003 McCLURE ENGINEERING
2 @ 750 GPM (Nodes 2 & 4)
p I p E L I N E R E S U L T S
PIPE NO. NODE NOS. FLOW RATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY
1 0 1 1680.00 9.16 .00 5 .53 10. 72
2 1 8 716. 4 6 2.49 .00 .16 4.57
3 1 2 963 .54 28.68 .00 4 .27 10.93
4 2 3 156.54 .57 .00 .04 1. 78
5 3 4 789 .00 2 .75 .00 2 .86 8 .95
6 4 5 39 .00 .04 .00 .00 . 44
7 3 6 -656.46 -9.13 .00 -1.38 -7.45
8 6 7 -716.46 -15.65 .00 -2.67 -8 .13
9 7 8 -716.46 -1. 81 .00 -.26 -4.57
JU N CT I 0 N N 0 D E R E S U L T S
JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE
1 .00 466.31 297.00 73.37
2 807 .00 433.36 299 .00 58.22
3 24.00 432.75 296.00 59.26
4 750 .00 427.14 297.00 56 .39
HL/1000
36.63
7.56
53.11
1. 83
36.68
.14
-26.09
-30.68
-7 .56
5 39.00 427.09 302 .00 54.21 * Lowest Pressure
6 60 .00 443.26 295 .00 64.25
7 .00 461. 58 302 .00 69.15
8 .00 463.65 303 .00 69.62
Exhibit E
KY Pipes Model for Shenandoah Subdivision
Phase 9 only
SUMMARY 0 F I N F L 0 W S A N D 0 U T F L 0 W S
(+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES
(-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES
PIPE NUMBER
1
FLOWRATE
1680.00
NET SYSTEM INFLOW
NET SYSTEM OUTFLOW
NET SYSTEM DEMAND
D A T A C H A N G E S
1680.00
.00
1680.00
F 0 R N E X T
D E M A N D C H A N G E S
S I M U L A T I 0 N
DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR 1.00
Exhibit F
KY Pipes Model for Shenandoah Subdivision
Phases 8-10
* * * * * * * * * * * * * * 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: 6/24/2003
TIME: 13: 36: 1
INPUT DATA FILENAME --------------shen810.dat
TABULATED OUTPUT FILENAME --------shen810.out
************************************************
S U M M A R Y 0 F 0 R I G I N A L DAT 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 AN D p u M p DA TA
PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS
(FEET) (INCHES)
1 0 1 290 .0 6.0 150 .0 2.30
2 1 2 320 .0 6.0 150.0 2 .30
3 2 3 350.0 6.0 150 .0 .30
4 1 4 300.0 6.0 150.0 1. 70
5 4 5 790.0 6.0 150.0 3.10
6 5 6 330.0 8.0 150.0 .50
7 0 6 250.0 8.0 150.0 3.10
8 6 7 540.0 6.0 150.0 2.30
9 7 8 310.0 6.0 150.0 .80
10 8 9 75.0 6.0 150.0 2.30
11 9 10 320 .0 6.0 150.0 .30
12 8 11 350.0 6.0 150.0 1. 60
13 11 12 510.0 6.0 150.0 2.60
14 5 12 240 .0 8.0 150.0 .80
15 12 13 290 .0 8.0 150.0 .80
16 13 14 400.0 6.0 150.0 2.30
17 14 15 240 .0 6.0 150.0 .30
18 13 16 450.0 8.0 150.0 .80
19 16 17 190.0 8 .0 150.0 .30
20 16 18 620.0 8.0 150 .0 2.30
21 18 19 350.0 6.0 150.0 3 .50
22 19 20 265.0 6.0 150.0 .30
23 18 21 435.0 8.0 150.0 1.10
K FIXED GRADE
480 .00
481. 00
Exhibit F
KY Pipes Model for Shenandoah Subdivision
Phases 8-10
24 21 22 170 .0 6.0 150.0 2 .30
25 21 23 300 .0 8.0 150.0 1. 70
26 23 24 200.0 8.0 150 .0 1. 40
27 24 25 325 .0 8.0 150.0 .80
28 25 26 280.0 8.0 150.0 .80
29 26 27 280.0 8.0 150.0 .80
30 0 27 140.0 8.0 150.0 3.10
A SUCCESSFUL GEOMETRIC VERIFICATION HAS BEEN COMPLETED
J U N C T I 0 N N 0 D E D A T A
JUNCTION NUMBER DEMAND ELE VATION CONNECTING PIPES
1 18 .00 288.00 1 2 4
2 30 .00 292.00 2 3
3 39 .00 296 .00 3
4 39 .00 292.00 4 5
5 36 .00 303 .00 5 6 14
6 .00 297 .00 6 7 8
7 807 .00 299.00 8 9
8 24.00 296 .00 9 10 12
9 750 .00 297.00 10 11
10 39 .00 302 .00 11
11 60 .00 295.00 12 13
12 .00 302.00 13 14 15
13 .00 298.00 15 16 18
14 30.00 294 .00 16 17
15 30.00 290 .00 17
16 .00 290 .00 18 19 20
17 .oo 287.00 19
18 30.00 285 .00 20 21 23
19 24.00 289.00 21 22
20 33.00 292.00 22
21 12 .00 287.00 23 24 25
22 .00 289.00 24
23 .00 292.00 25 26
24 .00 292 .00 26 27
25 .00 292.00 27 28
26 .00 293.00 28 29
27 .00 295.00 29 30
0 U T P U T 0 P T I 0 N D A T A
OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD
S Y S T E M C 0 N F I G U R A T I 0 N
481 .00
THIS SYSTEM HAS 30 PIPES WITH 27 JUNCTIONS , 1 LOOPS AND 3 FGNS
Exhibit F
KY Pipes Model for Shenandoah Subdivision
Phases 8-10
*************************************
S I M U L A T I 0 N R E S U L T S
*************************************
THE RESULTS ARE OBTAINED AFTER 5 TRIALS WITH AN ACCURACY .00083
S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L)
Shenandoah Subdivision Phases 8 and 9
Res.Demand=3 GPM/Residence Fire Flow
June 2003 McCLURE ENGINEERING
2 @ 750 GPM (Nodes 12 & 13)
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
1 0 1 345.82 2 .31 .00 .55 3.92
2 1 2 69 .00 .13 .00 .02 .78
3 2 3 39 .00 .05 .00 .00 .44
4 1 4 258.82 1. 40 .00 .23 2 .94
5 4 5 219 .82 2. 72 .00 .30 2.49
6 5 6 -282 .58 -.45 .00 -.03 -1.80
7 0 6 1223.78 5.09 .00 2 .94 7.81
8 6 7 941.20 27.46 .00 4.07 10 . 68
9 7 8 134 . 20 .43 .00 .03 1. 52
10 8 9 789.00 2.75 .00 2.86 8.95
11 9 10 39.00 .04 .00 .00 .44
12 8 11 -678 .80 -9. 72 .00 -1. 47 -7 .70
13 11 12 -738 .80 -16.56 .00 -2.84 -8 .38
14 5 12 466.40 .82 .00 .11 2 .98
15 12 13 -27 2.40 -.37 .00 -.04 -1. 74
16 13 1 4 60 .00 .1 2 .00 .02 . 68
17 14 15 30 .00 .02 .00 .00 .34
18 13 16 -332 .40 -.82 .00 -.06 -2 .12
19 1 6 17 .00 .00 .00 .00 .00
20 16 18 -332.40 -1.13 .00 -.16 -2.12
21 18 19 57.00 .10 .00 .02 .65
22 19 20 33.00 .03 .00 .00 .37
23 18 21 -419.40 -1.22 .00 -.12 -2.68
24 21 22 .00 .00 .00 .00 .00
25 21 23 -431.40 -.89 .00 -.20 -2.75
26 23 24 -431. 40 -.59 .00 -.16 -2.75
27 24 25 -431.40 -. 96 .00 -.09 -2.75
28 25 26 -431.40 -.83 .00 -.09 -2.75
29 26 27 -431.40 -.83 .00 -.09 -2 .75
30 0 27 431.40 .41 .00 .36 2.75
J U N C T I 0 N N 0 D E R E S U L T S
HL/1000
7.96
.40
.14
4.65
3 .44
-1. 35
20 .37
50.85
1. 38
36.68
.14
-27.76
-32.48
3.41
-1.26
.31
.09
-1.82
.00
-1. 82
.28
.10
-2 .80
.00
-2 .95
-2.95
-2 .95
-2 .95
-2 .95
2 .95
Exhibit F
KY Pipes Model for Shenandoah Subdivision
Phases 8-10
JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE
1 18.00 477.14 288.00 81. 96
2 30.00 476.99 292 .00 80.16
3 39.00 476 .94 296.00 78.41
4 39.00 475 .52 292.00 79.52
5 36.00 4 72. 50 303.00 73.45
6 .00 4 72. 97 297.00 76.25
7 807.00 441.44 299 .00 61. 72
8 24.00 440 .98 296 .00 62 .83
9 750 .00 435.37 297.00 59.96
10 39.00 435.32 302 .00 57.77
11 60 .00 452.17 295 .00 68 .11
12 .00 471.57 302.00 73.48
13 .00 4 71. 97 298.0 0 75.39
14 30 .00 471.83 294.00 77.06
15 30.00 471.81 290.00 78.79
16 .00 472.85 290.00 79.24
17 .00 472.85 287.00 80 .54
18 30.00 474.14 285 .00 81. 96
19 2 4 .00 474.02 289.00 80.18
20 33.00 473.99 292.00 78.86
21 12.00 475.48 28 7.00 81. 68
22 .00 475.48 289 .00 80 .81
23 .00 476.57 292.00 79 .98
24 .00 477. 32 292 .00 80.31
25 .00 478.38 292 .00 80 .76
26 .00 479.30 293.00 80.73
27 .00 480.22 295.00 80.26
S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S
(+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES
(-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES
PIPE NUMBER FLOWRATE
1 345.82
7 1223.78
30 431.40
NET SYSTEM INFLOW
NET SYSTEM OUTFLOW
NET SYSTEM DEMAND
2001.00
.00
2001 .00
D A T A C H A N G E S F 0 R N E X T S I M U L A T I 0 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
Lowest Pressure
Exhibit H
Shenandoah Subdivision, Phases 8 and 9
Shenandoah Subdivision, Phase 8 & 9
Line of Contributing Land Flow Calculations
8. ,.._ -0 ~ ~ 0 0 . Ei: -" ~ ~ 0 " Average Daily Infiltration Peaking Type From To "::::> i; > Peak Flows Size ·;:i -g 0 0 "' Flows(ADF) (10% ADF) Factor 2=PVC ::::> :e. = -;;:; a 0:: 8
MH# MH# Ac. Lots GPO GPD CFS CFS CFS GPM MGD (in.)
A c 23 6,900 0.01 0.00 4.1 I 0.04 20 0.029 6 2
B c 15 -4,500 0.01 0.00 4.29 0.03 14 0.020 6 2
c E 4 I 1,400 12,600 0.02 0.00 3.88 0.08 35 0.050 6 2
D E 18 -5,400 0.01 0.00 4.21 0.04 16 0.023 6 2
E G 18,000 18,000 0.03 0.00 3.74 0.11 48 0.069 6 2
F G 20 -6,000 0.01 0.00 4.17 0.04 18 0.026 6 2
G J 24,000 24 ,000 0.04 0.00 3.64 0.14 62 0.090 6 2
H J 30 -9,000 0.01 0.00 4.01 0.06 26 0.037 6 2
I J 3 900 0.00 0.00 5.03 0.01 3 0.005 8 2
•The hne between Nodes I and J 1s an existing lme associated with current and future phases of Shenandoah man adjacent sewerage basm.
Except for the three lots shown, it is not associated with Phases 8 and 9.
Material
D3034
D3034
D3034
D3034
D3034
D3034
03034
D3034
D3034
Inside
Diameter
Inches
5.793
5.793
5.793
5.793
5.793
5.793
5.793
5.793
7.754
Proposed Sewer System
Cale. Min. Ave. Daily Cale. Min. Ave. Daily Slope Slope Peak Flow Slope Slope Flow Flow Peak Peak Velocity
Flows Flows ADF ADF Velocity Depth
% % fos % % fos Inches
0.01 0.60 1.42 0.00 0.60 0.92 0.58
0.00 0.60 125 0.00 0.60 0.82 0.29
0.02 0.60 1.67 0.01 0.60 1.13 0.87
0.00 0.60 1.34 0.00 0.60 0.86 0.29
0.04 0.60 1.82 0.01 0.60 1.25 0.87
0.01 0.60 1.34 0.00 0.60 0.92 0.58
O.Q7 0.60 1.96 0.03 0.60 1.38 1.16
0.01 0.60 1.53 0.00 0.60 1.02 0.58
0.00 0.40 0.69 0.00 0.40 0.00 0.00
•• Slopes Listed in Red Color are less than the Minimum Slope Allowed
Refer to the next co lumn for Minimum Slope.
Exhibit F
Phase 8-9 Sewer.xis
6/25/2003