HomeMy WebLinkAboutCT 04-16; LA COSTA GREENS NGBHD 1.06; WATER SYSTEM ANALYSIS; 2004-07-29I
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I WATER SYSTEM ANALYSIS
I FOR LA COSTA GREENS
NEIGHBORHOODS 1.06 AND 1.07
I July 29, 2004
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I Dexter Wilson Engineering, Inc. (,:' 703 Palomar Airport Road
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Suite 300 Itt: i
I Carlsbad, CA 92009 I; ;
(760) 438-4422 ' 'l .~J;I
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I Job Number: 681-024 ~~UI
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DEXTER WILSON ENGINEERING, INC.
July 29, 2004
Morrow Development
1903 Wright'Place, Suite 180
Carlsbad, CA 92008
Attention: Tim O'Grady, Vice President
DEXTER S. WILSON, P.E~
ANDREW M. OVEN, P.E.
STEPHEN M. NIELSEN, P.E.
MICHAEL J. FILECCIA, P.E.
DIANE H. SHAUGHNESSY, P.E.
681-024
Subject: Water System Analysis for La Costa Greens Neighborhoods 1. 06 and 1. 07
Introduction
This letter-report provides a water system analysis for Neighborhoods 1.06 and 1.07
of the La Costa Greens project. This report determines the requited water line sizes
to meet domestic and fire flow requirements for the project and identifies connections
to the existing water system that will occur in the vicinity of the project.
The portion of La Costa Greens covered by this study is located north of Poinsettia
Lane, east of Alicante Road, and south ofthe Bressi Ranch project. The neighborhoods
analyzed in this study are identified on Figure 1.
Neighborhood's 1.06'and 1.07 of the La Costa Greens project are within the 375 Zone
of the Carlsbad Municipal Water District (CMWD) for service. The project will obtain
water service by connecting to a 16-inch water line in Poinsettia Lane. The water
system improvements internal to the project will be completed concurrent with
required street improvements for the project.
The portion of La Costa Greens analyzed herein proposes single family residential
development, and an elementary school site. Figure 1 provides the proposed
703 PALOMAR AIRPORT ROAD, SUITE 300 • CARLSBAD, CA 92009 • (760) 438·4422 • FAX (760) 438.0173
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Tim O'Grady
July 29, 2004
Page 2
development layout for the project.
Water System Design Criteria
The basic design criteria utilized in sizing the water distribution system piping
includes a minimum residual pressure of 40 psi under peak hour flow conditions, and
a residual pressure of at least 20 psi under maximum day demand plus fire flow
conditions.
The peaking factors used in analyzing various demand scenarios are 1.65 for average
day to maximum day demands, and 2.9 for average day to peak hour demands.
A computer analysis (KYPIPE Program, University of Kentucky) was used to
determine residual pressures throughout the distribution system model. This
computer program utilizes the Hazen -Williams equation for determining headloss with
a "C" value of 120 used for all pipes.
Fire Flows
The fire flow requirement from the March 2003 CMWD Water Master Plan Update is
1,500 gpm for single family residential development. A fire flow of 4, 000 gpm was used
for the elementary school site. The fire flow demand for the school site was split evenly
between two hydrants.
Proiected Water Demand
. The projected water demand for the La Costa Greens project was estimated by using
water duty factors from the March 2003 CMWD Water Master Plan Update. Table 1
summarizes the development, water duty factors, and projected water demand for the
project. The projected average daily demand for the project is 78,210 gpd (54 gpm).
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Tim O'Grady
July 29,2004
Page 3
This results in projected maximum day and peak hour water demands of 89 gpm and
157 gpm, respectively.
TABLE 1
LA COSTA GREENS PROJECTED WATER DEMANDS
1.06 92 units 386 gpdJunit 35,510
1.07 71 units 386 gpdJunit 27,410
School 10 acres 1,529 gpdJac 15,290
Existing Water System Facilities
Neighborhoods 1.06 and 1.07 of the La Costa Greens project are located within the 375
Water Service Zone of the CMWD. This area of the District's system will be supplied
by two pressure reducing stations. The 700/375 Zone pressure reducing station was
recently constructed along Poinsettia Lane, just east of the project. This station
supplies the 16-inch 375 Zone line in Poinsettia Lane. A 510/375 Zone pressure
reducing station is to be constructed within Neighborhood CT 02-23 of the La Costa
Greens project. This station is located south of Poinsettia Lane and will supply an 8-
inch line in Alicante Road.
Water System Analysis
Appendix A contains the computer analyses performed for the project. Exhibit "A"
presents the node and pipe diagram for the onsite computer model and shows the
recommended water system sizes for the piping within the project. The modeling
performed for the project includes maximum day demand plus fire flow scenarios; as'
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Tim O'Grady
July 29, 2004
Page 4
well as average day demand and peak hour demand scenarios
Proposed Water System
Figure 1 provides the proposed potable water system for Neighborhoods 1.06 and 1.07
of the La Costa Greens project. The project will be supplied by connecting to the
proposed 16-inch water line in Poinsettia Lane and constructing onsite 8-inch water
lines.
The computer output in Appendix A verifies that construction of the improvements on
Figure 1 will provide adequate domestic and fire protection service to La Costa Greens
Neighborhoods 1.06 and 1.07. Table 2 summarizes the expected lot elevation and
static pressure ranges for the project.
TABLE 2
WATERSER~CEZONESU~Y
LEGEND
- - -EXISTING 375 ZONE
WATER UNE
--PROPOSED 375 ZONE
WATER UNE
NOTE: ALL PIPES ARE RECOMMENDED AS
8-UNLESS OTHERWISE SHOWN
BRESSI RANCH
::::-=r:
SCAL£: I" = 400'
FIGURE 1
NEIGHBORHOODS
1.06 AND 1.07
PROPOSED WATER
FACILITIES
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Tim O'Grady
July 29,2004
Page 6
Conclusions and Recommendations
The following is a summary of our conclusions and recommendations based on our
study:
1. The recommended potable water system configuration and sizes for
pipelines to serve La Costa Greens Neighborhoods 1.06 and 1.07 are
shown on Figure 1.
2. Water service to the project will be provided by the CMWD 375 Zone
Water System. Two connections to the 16-inch water line in Poinsettia
Lane, and two connections to the existing 8-inch line in Aliconte Road
are recommended.
3. Individual pressure regulating valves should be installed on all lots that
are expected to have water service pressures of greater than 80 psi.
4. As summarized in Table 2, some of the upper lots within the project will
receive marginally low static pressures ofless than 60 psi. The computer
modeling verifies that adequate fire protection service can be provided to
all lots on the project.
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Tim O'Grady
July 29, 2004
Page 7
Thank you for the opportunity to assist you with the water system planning for this
project. If you have any questions regarding the contents of this report, please do not
hesitate to calL We are available to discuss this report with you at your convenience.
Dexter Wilson Engineering, Inc.
Stephen M. Nielsen
SMN:jaa
Attachments
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APPENDIX A
I COMPUTER OUTPUT
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The following conditions were modeled:
1. Average Day Demands
2. Maximum Day Demands plus 4,000 gpm Fire Flow split between Nodes 10
and 24
3. Maximum Day Demands plus 1,500 gpm Fire Flow at Node 54
4. Maximum Day Demands plus 1,500 gpm Fire Flow at Node 46 .
5. Maximum Day Demands plus 1,500 gpm Fire Flow at Node 30
6. Peak Hour Demands
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I FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG
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A SUMMARY OF THE ORIGINAL DATA FOLLOWS
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I PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE
(FEET) (INCHES)
1 0 2 200.0 16.0 120.0 .00 375.00
I 3 2 4 1200.0 16.0 120.0 .00
5 4 6 475.0 16.0 120.0 .00
7 6 8 730.0 16.0 120.0 .00
9 2 10 200.0 8.0 120.0 .00
I 11 10 12 225.0 8.0 120.0 .00
13 12 14 450.0 8.0 120.0 .00
15 14 16 450.0 8.0 120.0 .00
I 17 16 32 200.0 8.0 120.0 .00
19 18 16 400.0 8.0 120.0 .00
21 20 18 425.0 8.0 120.0 .00
23 22 20 325.0 8.0 120.0 .00
I 25 24 22 190.0 8.0 120.0 .00
27 4 24 250.0 8.0 120.0 .00
29 22 26 290.0 8.0 120.0 .00
31 26 28 350.0 8.0 120.0 .00
I 33 32 30 525.0 8.0 120.0 .00
35 32 34 400.0 8.0 120.0 .00
37 34 36 525.0 8.0 120.0 .00
I 39 36 40 640.0 8.0 120.0 .00
41 40 38 400.0 8.0 120.0 .00
43 42 40 175.0 8.0 120.0 .00
45 42 44 300.0 8.0 120.0 .00
I 47 44 46 150.0 8.0 120.0 .00
49 48 42 475.0 8.0 120.0 .00
51 50 48 350.0 8.0 120.0 .00
I 53 58 50 215.0 8.0 120.0 .00
55 52 50 380.0 8.0 120.0 .00
57 54 52 450.0 8.0 120.0 .00
59 56 54 400.0 8.0 120.0 .00
I 61 58 56 950.0 8.0 120.0 .00
63 8 58 2400.0 8.0 120.0 .00
I JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES
2 .00 134.70 1 3 9
4 .00 122.70 3 5 27
I 6 .00 115.00 5 7
8 .00 117.00 7 63
10 1.00 144.00 9 11
12 2.00 159.50 11 13
I 14 3.00 180.10 13 15
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16 2.00 188.90 15 -17 19
18 2.00 169.80 19 21
20 2.00 150.00 21 23
22 2.00 130.30 23 25 29
24 .00 127.20 25 27
26 2.00 132.20 29 31
28 2.00 136.90 31
30 4.00 194.50 33
32 2.00 188.90 17 33 35
34 2.00 217.00 35 37
36 3.00 233.80 37 39
38 3.00 248.80 41
40 3.00 245.10 39 41 43
42 3.00 244.40 43 45 49
44 2.00 251.50 45 47
46 2.00 260.00 47
48 3.00 238.20 49 51
50 3.00 215.90 51 53 55
52 3.00 240.90 55 57
54 3.00 270.70 57 59
56 .00 248.00 59 61
58 .00 200.20 53 61 63
OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD
3 VALUES ARE OUTPUT FOR MAXIMUM AND MINIMUM PRESSURES
THIS SYSTEM HAS 32 PIPES WITH 29 JUNCTIONS , 3 LOOPS AND 1 FGNS
THE RESULTS ARE OBTAINED AFTER 9 TRIALS WITH AN ACCURACY .00013
WATER ANALYSIS 681-024
LA COSTA GREENS NEIGHBORHOODS 1.06 AND 1.07
AVERAGE DAILY DEMAND
PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000
1 0 2 54.00 .00 .00 .00 .09 .00
3 2 4 34.56 .00 .00 .00 .06 .00
5 4 6 15.37 .00 .00 .00, .02 .00
7 6 8 15.37 .00 .00 .00 .02 .00
9 2 10 19.44 .00 .00 .00 .12 .01
11 10 12 18.44 .00 .00 .00 .12 .01
13 12 14 16.44 .00 .00 .00 .10 .01
15 14 16 13.44 .00 .00 .00 .09 .01
17 16 32 20.63 .00 .00 .00 .13 .02
19 18 16 9.20 .00 .00 .00 .06 .00
21 20 18 11.20 .00 .00 .00 .07 .01
23 22 20 13.20 .00 .00 .00 .08 .01
25 24 22 19.20 .00 .00 .00 .12 .01
27 4 24 19.20 .00 .00 .00 .12 .01
29 22 26 4.00 .00 .00 .00 .03 .00
31 26 28 2.00 .00 .00 .00 .01 .00
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44 2.00 374.97 251. 50 53.50
THE NET SYSTEM DEMAND 54.00
SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES
PIPE NUMBER
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FLOWRATE
54.00
THE NET ~LOW INTO THE SYSTEM FROM FIXED GRADE NODES =
THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES
54.00
.00
A SUMMARY OF CONDITIONS SPECIFIED FOR THE NEXT SIMULATION FOLLOWS
THE DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR = 1.65
THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE :
JUNCTION NUMBER DEMAND
10 2002.00
24 2000.00
THE RESULTS ARE OBTAINED AFTER 5 TRIALS WITH AN ACCURACY .00028
MAXIMUM DAY DEMANDS PLUS 4000 GPM FIRE SPLIT BETWEEN NODES 10 AND 24
PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY
1 0 2 4089.45 1. 97 .00 .00 6.53
3 2 4 2064.21 3.33 .00 .00 3.29
5 4 6 320.91 .04 .00 .00 .51
7 6 8 320.91 .06 .00 .00 .51
9 2 10 2025.24 15.66 .00 .00 12.93
11 10 12 23.24 .00 .00 .00 .15
13 12 14 19.94 .01 .00 .00 .13
15 14 16 14.99 .00 .00 .00 .10
17 16 32 -261. 51 -.35 .00 .00 -1.67
19 18 16 -273.20 -.77 .00 .00 -1. 74
21 20 18 -269.90 -.80 .00 .00 -1.72
23 22 20 -266.60 -.60 .00 .00 -1.70
25 24 22 -256.70 -.32 . 00 .00 -1. 64 .
27 4 24 1743.30 14.83 .00 .00 11.13
29 22 26 6.60 .00 .00 .00 .04
31 26 28 3.30 .00 .00 .00 .02
33 32 30 6.60 .00 .00 .00 .04
35 32 34 -271.41 -.76 .00 .00 -1. 73
37 34 36 -274.71 -1. 02 .00 .00 -1. 75
39 36 40 -279.66 -1. 28 .00 .00 -1.78
41 40 38 4.95 .00 .00 .00 .03
43 42 40 289.56 .37 .00 .00 1.85
45 42 44 6.60 .00 .00 .00 .04
HL/I000
9.84
2.77
.09
.09
78.28
.02
.02
.01
-1.77
-1. 92
-1.87
-1. 83
-1.71
59.31
.00
.00
.00
-1. 89
-1. 94
-2.00
.00
2.l3
.00
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I' 47 44 46 3.30 .00 .00 .00 .02 .00
49 48 42 301.11 1. 09 .00 .00 1. 92 2.29'
I' 51 50 48 306.06 .83 .00 .00 1. 95 2.36
53 58 50 247.42 .34 .00 .00 1.58 1.59
55 52 50 63.59 .05 .00 .00 .41 .13
57 54 52 68.54 .07 .00 .00 .44 .15
I 59 56 54 73.49 .07 .00 .00 .47 .17
61 58 56 73.49 .16 .00 .00 .47 .17
63 8 58 320.91 6.20 .00 .00 2.05 2.58
I· JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE
2 .00 373.03 134.70 103.28
I· 4 .00 369.70 122.70 107.04
6 .00 369.66 115.00 110.35
8 .00 369.60 117.00 109.46
I 10 2002.00 357.38 144.00 92.46
12 3.30 357.37 159.50 85.74
14 4.95 357.36 180.10 76.81
16 3.30 357.36 188.90 73.00
I 18 3.30 356.59 169.80 80.94
20 3.30 355.80 150.00 89.18
22 3.30 355.20 130.30 97.46
I 24 2000.00 354.88 127.20 98.66
26 3.30 355.20 132.20 96.63
28 3.30 355.20 136.90 94.60
30 6.60 357.71 194.50 70.73
I. 32 3.30 357.71 188.90 73.15
34 3.30 358.47 217.00 61.30
36 4.95 359.49 233.80 54.46
38 4.95 360.77 248.80 48.52
I 40 4.95 360.77 245.10 50.12
42 4.95 361.14 244.40 50.59
44 3.30 361.14 251. 50 47.51
I 46 3.30 361.14 260.00 43.83
48 4.95 362.23 238.20 53.75
50 4.95 363.06 215.90 63.77
52 4.95 363.11 240.90 52.96
I: 54 4.95 363.18 270.70 40.07
56 .00 363.24 248.00 49.94
58 .00 363.40 200.20 70.72
I MAXIMUM PRESSURES
6 .00 369.66 115.00 110.35
8 .00 369.60 117.00 109.46
I 4 .00 369.70 122.70 107.04
MINIMUM PRESSURES
54 4.95 363.18 270.70 40.07
I' 46 3.30 361.14 260.00 43.83
44 3.30 361.14 251. 50 47.51
I THE NET SYSTEM DEMAND 4089.45
SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES
I PIPE NUMBER FLOWRATE
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I 1 4089.45
I THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 4089.45
THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES .00
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A SUMMARY OF CONDITIONS SPECIFIED FOR THE NEXT SIMULATION FOLLOWS
I THE DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR = 1. 65
I THE FOLLOWING SP~CIFIC DEMAND CHANGES ARE MADE :
JUNCTION NUMBER DEMAND
54 1505.00
I THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY = .00005
I MAXIMUM DAY DEMAND PLUS 1500 GPM FIRE FLOW AT NODE 54
I PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/I000
1 0 2 1589.15 .34 .00 .00 2·.54 1.71
I 3 2 4 1165.26 1.15 .00 .00 1. 86 .96
5 4 6 820.75 .24 .00 .00 1.31 .50
7 6 8 820.75 .37 .00 .00 1.31 .50
9 2 10 423.89 .86 .00 .00 2.71 4.32
I 11 10 12 422.24 .97 .00 .00 2.69 4.29
13 12 14 418.94 1. 90 .00 .00 2.67 4.23
15 14 16 413.99 1. 86 .00 .00 2.64 4.14
I 17 16 32 738.70 2.42 .00 .00 4.71 12.09
19 18 16 328.01 1. 08 .00 .00 2.09 2.69
21 20 18 331. 31 1.16 .00 .00 2.11 2.74
23 22 20 334.61 .91 .00 .00 2.14 2.79
I 25 24 22 344.51 .56 .00 .00 2.20 2.94
27 4 24 344.51 .74 .00 .00 2.20 2.94
29 22 26 6.60 .00 .00 .00 .04 .00
I 31 26 28 3.30 .00 .00 .00 .02 .00
33 32 30 6.60 .00 .00 .00 .04 .00
35 32 34 728.80 4.72 .00 .00 4.65 11. 79
37 34 36 725.50 6.14 .00 .00 4.63 11.69
I 39 36 40 720.55 7.39 .00 .00 4.60 11.55
41 40 38 4.95 .00 .00 .00 .03 .00
43 42 40 -710.65 -1. 97 .00 .00 -4.54 -11.25
I 45 42 44 6.60 .00 .00 .00 .04 .00
47 44 46 3.30 .00 .00 .00 .02 .00
49 48 42 -699.10 -5.19 .00 .00 -4.46 -10.92
51 50 48 -694.15 -3.77 .00 .00 -4.43 -10.78
I 53 58 50 163.10 .16 .00 .00 1.04 .74
55 52 50 -852.30 -5.99 .00 .00 -5.44 -15.76
57 54 52 -847.35 -7.02 .00 .00 -5.41 -15.59
59 56 54 657.65 3.90 .00 .00 4.20 9.75
I 61 58 56 657.65 9.26 .00 .00 4.20 9.75
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I 63 8 58 820.75 35.27 .00 .00 5.24 14.70
I JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE
2 .00 374.66 134.70 103.98
4 .00 373.50 122.70 108.68
I 6 .00 373.27 115.00 111. 92
8 .00 372.90 117.00 110.89
10 1. 65 373.79 144.00 99.58
I 12 3.30 372.83 159.50 92.44
14 4.95 370.92 180.10 82.69
16 3.30 369.06 188.90 78.07
18 3.30 370.14 169.80 86.81
I 20 3.30 371. 30 150.00 95.90
22 3.30 372.21 130.30 104.83
24 .00 372.77 127.20 106.41
I 26 3.30 372.21 132.20 104.00
28 3.30 372.21 136.90 101. 97
30 6.60 366.64 194.50 74.60
32 3.30 366.64 188.90 77.02
I 34 3.30 361. 93 217.00 62.80
36 4.95 355.79 233.80 52.86
38 4.95 348.40 248.80 43.16
I 40 4.95 348.40 245.10 44.76
42 4.95 346.43 244.40 44.21
44 3.30 346.43 251.50 41.l4
46 3.30 346.43 260.00 37.45
I 48 4.95 341. 24 238.20 44.65
50 4.95 337.47 215.90 52.68
52 4.95 331. 48 240.90 39.25
54 1505.00 324.47 270.70 23.30
I 56 .00 328.37 248.00 34.83
58 .00 337.63 200.20 59.55
I MAXIMUM PRESSURES
6 .00 373.27 115.00 111.92
8 .00 372.90 117.00 110.89
4 .00 373.50 122.70 108.68
I MINIMUM PRESSURES
54 1505.00 324.47 270.70 23.30
I 56 .00 328.37 248.00 34.83
46 3.30 346.43 260.00 37.45
THE NET SYSTEM DEMAND 1589.15
I SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES
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PIPE NUMBER FLOWRATE
1 1589.15
THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 1589.15
I THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES .00
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I A SUMMARY OF CONDITIONS SPECIFIED FOR THE NEXT SIMULATION FOLLOWS
I THE DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR = 1. 65
I THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE :
JUNCTION NUMBER DEMAND
46 1503.30
I THE RESULTS ARE OBTAINED AFTER 5 TRIALS WITH AN ACCURACY .00027
I MAXIMUM DAILY DEMAND AND 1500 GPM FIRE FLOW AT NODE 46
I PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000
1 0 2 1589.10 .34 .00 .00 2.54 1. 71-
3 2 4 1104.90 1.05 .00 .00 1. 76 .87
I 5 4 6 696.63 .18 .00 .00 1.11 .37
7 6 8 696.63 .27 .00 .00 1.11 .37
9 2 10 484.20 1.11 .00 .00 3.09 5.53
I 11 10 12 482.55 1.24 .00 .00 3.08 5.50
13 12 14 479.25 2.44 .00 .00 3.06 5.43
15 14 16 474.30 2.40 .00 .00 3.03 5.32
17 16 32 862.77 3.22 .00 .00 5.51 16.12
I 19 18 16 391. 78 1. 49 .00 .00 2.50 3.74
21 20 18 395.08 1. 61 .00 .00 2.52 3.79
23 22 20 398.38 1.25 .00 .00 2.54 3.85
25 24 22 408.28 .77 .00 .00 2.61 4.03 I 27 4 24 408.28 1.01 .00 .00 2.61 4.03
29 22 26 6.60 .00 .00 .00 .04 .00
31 26 28 3.30 .00 .00 .00 .02 .00
I 33 32 30 6.60 .00 .00 .00 .04 .00
35 32 34 852.87 6.31 .00 .00 5.44 15.78
37 34 36 849.57 8.22 .00 .00 5.42 15.67
39 36 40 844.62 9.92 .00 .00 5.39 15.50
I 41 40 38 4.95 .00 .00 .00 .03 .00
43 42 40 -834.72 -2.65 .00 .00 -5.33 -15.16
45 42 44 1506.60 13.58 .00 .00 9.62 45.26
I 47 44 46 1503.30 6.76 .00 .00 9.59 45.08
49 48 42 676.83 4.88 .00 .00 4.32 10.28
51 50 48 681. 78 3.65 .00 .00 4.35 10.42
53 58 50 539.48 1.45 .00 .00 3.44 6.76
I 55 52 50 147.25 .23 .00 .00 .94 .61
57 54 52 152.20 .29 .00 .00 .97 .65
59 56 54 157.15 .28 .00 .00 1. 00 .69
I 61 58 56 157.15 .65 .00 .00 1. 00 .69
63 8 58 696.63 26.03 .00 .00 4.45 10.85
I JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE
2 .00 374.66 134.70 103.98
4 .00 373.61 122.70 108.73
6 .00 373.44 115.00 111.99 I 8 .00 373.17 117.00 111.01
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I
I
I
I
I
I
I
I
I
I
I
I
I
I
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
6
8
4
46
44
54
1. 65
3.30
4.95
3.30
3.30
3.30
3.30
.00
3.30
3.30
6.60
3.30
3.30
4.95
4.95
4.95
4.95
3.30
1503.30
4.95
4.95
4.95
4.95
.00
.00
MAXIMUM
.00
.00
.00
MINIMUM
1503.30
3.30
4.95
373.55
372.32
369.87
367.48
368.97
370.59
371.84
372.60
371.84
371.84
364.25
364.26
357.94
349.72
339.80
339.80
337.15
323.57
316.81
342.03
345.68
345.91
346.20
346.48
347.13
PRESSURES
373.44
373.17
373.61
PRESSURES
316.81
323.57
346.20
THE NET SYSTEM DEMAND = 1589.10
144.00
159.50
180.10
188.90
169.80
150.00
130.30
127.20
132.20
136.90
194.50
188.90
217.00
233.80
248.80
245.10
244.40
251. 50
260.00
238.20
215.90
240.90
270.70
248.00
200.20
115.00
117.00
122.70
260.00
251. 50
270.70
99.47
92.22
82.24
77.38
86.31
95.59
104.67
106.34
103.84
101. 81
73.56
75.99
61.08
50.23
39.43
41. 04
40.19
31.23
24.62
44.99
56.24
45.51
32.72
42.67
63.67
111. 99
111. 01
108.73
24.62
31.23
32.72
SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES
PIPE NUMBER FLOWRATE
1 1589.10
THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES =
THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES
1589.10
.00
A SUMMARY OF CONDITIONS SPECIFIED FOR THE NEXT SIMULATION FOLLOWS
THE DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR = 1.65
THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE :
JUNCTION NUMBER DEMAND
30 1506.60
I
I
I THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY .00157
I MAXIMUM DAILY DEMAND AND 1500 GPM FIRE FLOW AT NODE 30
I PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELO(::ITY HL/IOOO
1 0 2 158.9.10 .34 .00 .00 2.54 1. 71
3 2 4 948.86 .79 .00 .00 1. 51 .66
5 4 6 384.35 .06 .00 .00 .61 .12
I 7 6 8 384.35 .09 .00 .00 .61 .12
9 2 10 640.24 1.86 .00 .00 4.09 9.28
11 10 12 638.59 2.08 .00 .00 '4.08 9.23
I 13 12 14 635.29 4.12 .00 .00 4.05 9.14
15 14 16 630.34 4.06 .00 .00 4.02 9.01
17 16 32 1175.05 5.71 .00 .00 7.50 28.56
19 18 16 548.01 2.78 .00 .00 3.50 6.96
I 21 20 18 551.31 2.99 .00 .00 3.52 7.03
23 22 20 554.61 2.31 .00 .00 3.54 7.11
25 24 22 564.51 1. 40 .00 .00 3.60 7.35
27 4 24 564.51 1. 84 .00 .00 3.60 7.35
I 29 22 26 6.60 .00 .00 .00 .04 .00
31 26 28 3.30 .00 .00 .00 .02 .00
33 32 30 1506.60 23.76 .00 .00 9.62 45.26
I 35 32 34 -334.85 -1.12 .00 .00 -2.14 -2.79
37 34 36 -338.15 -1. 49 .00 .00 -2.16 -2.84
39 36 40 -343.10 -1. 87 .00 .00 -2.19 -2.92
41 40 38 4.95 .00 .00 .00 .03 .00
I 43 42 40 353.00 .54 .00 .00 2.25 3.08
45 42 44 6.60 .00 .00 .00 .04 .00
47 44 46 3.30 .00 .00 .00 .02 .00
I' 49 48 42 364.55 1. 55 .00 .00 2.33 3.27
51 50 48 369.50 1.17 .00 .00 2.36 3.35
53 58 50 296.73 .48 .00 .00 1. 89 2.23
55 52 50 77.72 .07 .00 .00 .50 .19
I 57 54 52 82.67 .09 .00 .00 .53 .21
59 56 54 87.62 .09 .00 .00 .56 .23
61 58 56 87.62 .22 .00 .00 .56 .23
I 63 8 58 384.35 8.65 .00 .00 2.45 3.61
JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE
I 2 .00 374.66 134.70 103.98
4 .00 373.87 122.70 108.84
6 .00 373.81 115.00 112.15
8 .00 373.72 117.00 111. 25
I 10 1. 65 372.80 144.00 99.15
12 3.30 370.73 159.50 91. 53
14 4.95 366.61 180.10 80.82
I 16 3.30 362.55 188.90 75.25
18 3.30 365.34 169.80 84.73
20 3.30 368.33 150.00 94.61
22 3.30 370.64 130.30 104.15
I 24 .00 372.03 127.20 106.09
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
26 3.30 370.64 132.20 103.32
28 3.30 370.64 136.90 101. 29
30 1506.60 333.08 194.50 60.05
32 3.30 356.84 188.90 72.77
34 3.30 357.96 217.00 61. 08
36 4.95 359.45 233.80 54.45
38 4.95 361. 32 248.80 48.76
40 4.95 361. 32 245.10 50.36
42 4.95 361.86 244.40 50.90
44 3.30 361.86 251. 50 47.82
46 3.30 361. 86 260.00 44.14
48 4.95 363.41 238.20 54.26
50 4.95 364.59 215.90 64.43
52 4.95 364.66 240.90 53.63
54 4.95 364.75 270.70 40.76
56 .00 364.85 248.00 50.63
58 .00 365.07 200.20 71. 44
MAXIMUM PRESSURES
6 .00 373.81 115.00 112.15
8 .00 373.72 117.00 111.25
4 .00 373.87 122.70 108.84
MINIMUM PRESSURES
54 4.95 364.75 270.70 40.76
46 3.30 361.86 260.00 44.14
44 3.30 361.86 251.50 47;82
THE NET SYSTEM DEMAND 1589.10
SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES
PIPE NUMBER FLOWRATE
1 1589.10
THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 1589.10
THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00
A SUMMARY OF CONDITIONS SPECIFIED FOR THE NEXT SIMULATION FOLLOWS
THE DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR = 2.90
THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY .00151
PEAK HOUR DEMAND
PIPE NO. NODE NOS.
102
324
FLOWRATE
156.60
100.24
HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000
.00 .00 .00 .25 .02
.01 .00 .00 .16 .01
I
I 5 4 6 44.57 .00 .00 .00 .07 .00
7 6 8 44.57 .00 .00 .00 .07 .00-
I· 9 2 10 56.36 .02 .00 .00 .36 .10
11 10 12 53.46 .02 .00 .00 .34 .09
13 12 14 47.66 .03 .00 .00 .30 .08
15 14 16 38.96 .02 .00 .00 .25 .05
I 17 16 32 59.83 .02 .00 .00 .38 .12
19 18 16 26.67 .01 .00 .00 .17 .03
21 20 18 32.47 .02 .00 .00 .21 .04
I 23 22 20 38.27 .02 .00 .00 .24 .05
25 24 22 55.67 .02 .00 .00 .36 .10
27 4 24 55.67 .03 .00 .00 .36 .10
29 22 26 11. 60 .00 .00 .00 .07 .01
I 31 26 28 5.80 .00 .00 .00 .04 .00
33 32 30 11.60 .00 .00 .00 .07 .01
35 32 34 42.43 .02 .00 .00 .27 .06
I 37 34 36 36.63 .02 .00 .00 .23 .05
39 36 40 27.93 .02 .00 .00 .18 .03
41 40 38 8.70 .00 .00 .00 .06 .00
43 42 40 -10.53 .00 .00 .00 -.07 .00
I 45 42 44 11.60 .00 .00 .00 .07 .01
47 44 46 5.80 .00 .00 .00 .04 .00
49 48 42 9.77 .00 .00 .00 .06 .00
I 51 50 48 18.47 .00 .00 .00 .12 .01
53 58 50 32.39 .01 .00 .00 .21 .04
55 52 50 -5.22 .00 .00 .00 -.03 .00
57 54 52 3.48 .00 .00 .00 .02 .00
I 59 56 54 12.18 .00 .00 .00 .08 .01
61 58 56 12.18 .01 .00 .00 .08 .01
63 8 58 44.57 .16 .00 .00 .28 .07
I JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE
2 .00 375.00 134.70 104.13
I 4 .00 374.98 122.70 109.32
6 .00 374.98 115.00 112.66
8 .00 374.98 117.00 111. 79
10 2.90 374.97 144.00 100.09
I 12 5.80 374.95 159.50 93.36
14 8.70 374.92 180.10 84.42
16 5.80 374.90 188.90 80.60
18 5.80 374.91 169.80 88.88
I 20 5.80 374.92 150.00 97.47
22 5.80 374.94 130.30 106.01
24 .00 374.96 127.20 107.36
I 26 5.80 374.94 132.20 105.19
28 5.80 374.94 136.90 103.15
30 11. 60 374.87 194.50 78.16
32 5.80 374.87 188.90 80.59
I 34 5.80 374.85 217.00 68.40
36 8.70 374.82 233.80 61.11
38 8.70 374.81 248.80 54.60
I 40 8.70 374.81 245.10 56.21
42 8.70 374.81 244.40 56.51
44 5.80 374.80 251. 50 53.43
46 5.80 374.80 260.00 49.75
I 48 8.70 374.81 238.20 59.20
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
50 8.70 374.81 215.90 68.86
52 8.70 374.81 240.90 58.03
54 8.70 374.81 270.70 45.12
56 .00 374.81 248.00 54.95
58 .00 374.82 200.20 75.67
MAXIMUM PRESSURES
6 .00 374.98 115.00 112.66
8 .00 374.98 117.00 111. 79
4 .00 374.98 122.70 109.32
MINIMUM PRESSURES
54 8.70 374.81 270.70 45.12
46 5.80 374.80 260.00 49.75
44 5.80 374.80 251. 50 53.43
THE NET SYSTEM DEMAND = 156.60
SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES
PIPE NUMBER FLOWRATE
1 156.60
THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES =
THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES
156.60
.00
. -.'"
CS2U:\681 024 \NGHBHO-6-7\EXHIBIT -AOWG 07-29-04 11 :23:01
\
\
~ , '!
II 'I I j il fi n
\
\
l j ;: ,
L
; !
, ~----
BRESSI RANCH
\
NOTE: ALL PIPES ARE 8" UNLESS OTHERWISE SHOWN
---------
LEGEND
- - -EXISTING WATER LINE
--PROPOSED WATER LINE
~ COMPUTER MODEL NODE
IT] COMPUTER MODEL PIPE
FIRE HYDRANT
DEXTER WILSON ENGINEERING, INC.
CONSULTING ENGINEERS
703 PALOMAR AIRPORT ROAD, SUITE 300
CARLSBAD, CA 92009 (760) 438-4422
SCAL£: I" = 200'
EXHIBIT A
LA COSTA
NEIGHBORHOODS 1 .06
NODE AND PIPE
GREENS
AND 1.07
DIAGRAM
, ,
I I
I
i ,.
! !.