HomeMy WebLinkAboutCT 02-18; THE BLUFFS; WATER SYSTEM ANALYSIS; 2003-10-15WATER SYSTEM ANALYSIS
FOR THE BLUFFS PROJECT
IN THE CITY OF CARLSBAD
Revised October 15, 2003
Prepared by:
Dexter Wilson Engineering, Inc
703 Palomar Airport Road
Suite 300
Carlsbad, CA 92009
Job No. 782-001
EXTER WILSON ENGINEERING, INC.
DEXTER S. WILSON, P.E.
ANDREW M. OVEN, P.E.
STEPHEN M. NIELSEN, P.E.
MICHAEL J. FILECCIA, P.E.
October 15, 2003 782-001
Anastasi Development Company, LLC
4743 Bryce Circle
Carlsbad, CA 92008
Attention: Darryl Nyznyk, President
Subject: Water System Analysis for The Bluffs Project in the City of Carlsbad
Introduction
This report provides a water system analysis for The Bluffs project in the City of
Carlsbad. This report was originally prepared on March 28, 2003 and submitted for
City of Carlsbad review. Comments were received in a memorandum from the City
dated September 18, 2003. The comment referring to the water study requested that
the water demand design criteria be changed to reflect the currently adopted design
standards for the City of Carlsbad. This requires a change from a water demand of 250
gpd/unit to 550 gpd/unit. This change is reflected in this revised report.
The Bluffs project is located east of the 1-5 between Chinquapin Avenue and Agua
Hedionda Lagoon. The Bluffs project proposes a total of 78 multi-family residential
units. Finish grade for building pads within the project range in elevation from a low
of 61 feet to the highest building pad which is 85 feet in elevation.
703 PALOMAR AIRPORT ROAD, SUITE 300 • CARLSBAD, CA 920C9 • (760)438-4422 • FAX (760) 438-0173
Darryl Nyznyk
October 15, 2003
Purpose of Studv
The purpose of this study is to provide a water system analysis based upon the lot
layout and street layout ofthe proposed project. This report provides a recommended
water distribution system to serve the proposed residential development.
Water Svstem Design Criteria
The design criteria used in sizing the water distribution system piping for The Bluffs
are consistent with the latest adopted design standards of the City of Carlsbad. These
criteria include a minimum desirable static pressure of 60 psi and a maximum
desirable static pressure of 120 psi.
Under Peak Hour Demand conditions, minimum residual pressure at any location
must not be less than 40 psi. Under a Maximum Day Demand with Fire Flow, a
minimum residual pressure of 20 psi must be maintained at the location of the fire
demand.
Peaking factors used in analyzing various demand scenarios were 1.65 for average day
to maximum day demands, and 2.9 for average day to peak hour demands.
Proiected Water Demand
The expected water demand for The Bluffs was estimated using water demand criteria
from the latest adopted design standards of the City of Carlsbad. These criteria specify
an average demand of 550 gallons per day per dwelling unit. Table 1 below presents
the projected onsite water demand for the project.
DEXTER WILSON ENGINEERING, INC. PAGE 2
Darryl Nyznyk
October 15, 2003
TABLE 1
THE BLUFFS PROJECTED WATER DEMAND
MLj:^o^miM WmMmMifMr:: •.>, . i >i _v 4., t y,. ,i'4r.^.;i , _
Multi-Family Residential 78 550 gpd/unit 42,900 gpd
Fire Flow Requirements
The fire flow requirements for The Bluffs are based upon planned use within the
project. For multi-family residential units, the fire flow requirement is 3,000 gpm, per
the January 2003 draft ofthe Water Master Plan Update for the City of Carlsbad.
Water Svstem Computer Model
The University of Kentucky KYPIPE program was used to create a computer model of
the proposed water system for The Bluffs. This computer program utiUzes the Hazen-
WiUiams equation for determining head-loss in pipes; the Hazen-Wilhams "C" value
used for all pipes is 120.
The hydraulic model for this report includes significant tributary piping and all onsite
piping. Because ofthe large size ofthe 255 Zone service system, only a portion ofthis
system was included in the modeling effort. The 255 Zone system is fed by two
reservoirs, the 1.5 MG Skyline Reservoir and the 1.5 MG Elm Reservoir. The 255 Zone
demands were assumed to be split evenly between these reservoirs; external demands
were modeled in the system based upon this assumption. The Bluffs is the only project
included in the computer model since it is served primarily by the Skyline Reservoir.
The Skyhne Reservoir was modeled as a fixed grade node with a hydrauhc grade Hne
of 255 feet.
DEXTER WILSON ENGINEERING, INC. PAGE 3
Darryl Nyznyk
October 15, 2003
Existing Water Svstem
The Bluffs project will connect to the 255 Zone water system. This pressure zone is
served by two reservoirs, the 1.5 MG Skyline Reservoir and the 1.5 MG Elm Reservoir.
Under normal conditions, however, the contribution of the Elm Reservoir to onsite
flows will be insignificant. The 16-inch transmission main in Hillside Drive and
Chinquapin Avenue accommodates the bulk ofthe project demand. Additional capacity
is provided by the loop consisting of a 10-inch line in Adams Street and a 12-inch line
in Park Drive.
The Bluffs project is surrounded by an existing water system loop. This loop consists
ofa 10-inch main in Adams Street, a 12-inch main in Chinquapin Avenue, and a 6-inch
and 8-inch main in Harrison Street. Because ofthe fire flow requirement for multi-
family residential development of3,000 gpm, is it prudent to upsize the existing 6-inch
main in Harrison to 8-inch diameter. Appendix A presents a fire flow analysis at the
existing fire hydrant on Harrison Street at the northwest corner of The Bluffs project.
Residual pressure at this location under fire flow conditions is 55 psi with the
replacement 8-inch water line.
There is also an existing 6-inch water line in Locust Street which will be removed as
part of The Bluffs project. This existing water main will be replaced with the
recommended water system configuration internal to The Bluffs project.
The Bluffs project will connect to the existing water system at three points. A new
connection will be made to the 12-inch water main in Chinquapin Avenue. The other
project connection points are the intersections of Locust Avenue and Harrison Street
and the intersection of Locust Avenue and Adams Street. The 6-inch pipe in Harrison
Street must be upgraded to 8-inch pipe to provide required fire flow at the proposed fire
hydrant between Chinquapin Avenue and Locust Street. All onsite piping is
recommended to be 8-inch.
DEXTER WILSON ENGINEERING, INC. PAGE 4
Darryl Nyznyk
October 15, 2003
Exhibit A presents a map of the water system in the vicinity of The Bluffs project and
shows which facilities are existing and which facilities will be constructed by the
proposed development.
Water Svstem Analvsis and Results
The computer analyses performed are presented in Appendix A of this report. The
results show that minimum residual pressures throughout the project are satisfied
under all flow scenarios based upon the recommended layout ofthe water system as
shown in Exhibit A.
System Pressures. Static water service pressures for project finished floors will
range between 74 psi and 84 psi when the reservoir level is 255 feet. When the
reservoir is filled to its high water line of 263 feet, however, project pressures will
range from 77 psi to 88 psi. Building service pressure regulators are recommended for
all buildings in the project with service connections below 70.5 feet elevation. These
pressure regulators serve to maintain building service pressures below 80 psi in
accordance with the Uniform Plumbing Code.
Maintaining residual system pressure under the high system demand posed by fire
flow conditions is not a concern. The computer analyses show that residual pressures
remain above 53 psi in all modeled fire flow conditions.
Recommendations
The following recommendations and conclusions are made based on the water system
analyses performed for The Bluffs project.
1. The project will be served by the 255 Zone system, with flow primarily coming
from the transmission main extending from the Skyhne Reservoir through
DEXTER WILSON ENGINEERING. INC. ' p^Q^ 5
Darryl Nyznyk
October 15, 2003
Hillside Drive and Chinquapin Avenue. Exhibit A presents the recommended
water system layout. All onsite piping is recommended to be 8-inch.
2. Maximum static pressures within The Bluffs project will range between 77 psi
and 88 psi based on the Skyline Reservoir high water line of 263 feet.
3. The existing section of 6-inch pipe in Harrison Street from Chinquapin Avenue
to Locust Street is to be replaced with an 8-inch pipe.
4. The existing 6-inch water main in Locust Street will be removed and replaced
with the water lines recommended within The Bluffs project. The replacement
of this existing 6-inch line with an 8-inch line will extend beyond the project
boundaries to Harrison Street on the west and Adams Street on the east.
5. All new water lines recommended for The Bluffs project must be designed to
meet AWWA C900 Class 150 for PVC pipe.
6. Building service pressure regulators are recommended for all buildings in the
project with service connections below 70.5 feet elevation. This will maintain
building service pressures below 80 psi in accordance with the Uniform
Plumbing Code.
Thank you for the opportunity to prepare this report. Ifyou have any questions on the
enclosed information, please do not hesitate to call.
Dexter Wilson Engineering, Inc.
Andrew Oven
AO:ndg
cc: George O'Day, O'Day Consultants, Inc.
DEXTER WILSON ENGINEERING, INC. PAGE 6
APPENDIXA
COMPUTER RUNS
255 Zone System Analysis
NODE AND PIPE DIAGRAM REFERENCE:
Exhibit A at the back of the report.
CONDITIONS MODELED:
1. Average Day demands.
2. Peak Hour Demands.
3. Maximum Day Demands plus 3,000 gpm Fire Flow evenly split
between Nodes 104 and 106.
4. Maximum Day Demands plus 8,000 gpm Fire Flow evenly split
between Nodes 108 and 110.
5. Maximum Day Demands plus 3,000 gpm Fire Flow evenly split
between Nodes 35 and 110.
A-l
Water System Analysis for The Bluffs Project in the City of Carlsbad
Appendix A
Job No. 782-001
October 14, 2003
FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG
A SUMMARY OF THE ORIGINAL DATA FOLLOWS
PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOS
(FEET) (INCHES)
1 0 2 750.0 16.0 120.0 .00
3 2 4 960.0 16.0 120.0 .00
5 4 6 560.0 16.0 120.0 .00
7 6 8 550.0 12.0 120.0 .00
9 8 10 180.0 12.0 120.0 .00
11 10 12 390.0 12.0 120.0 .00
13 12 14 860.0 10.0 120.0 .00
15 14 16 970.0 10.0 120.0 .00
17 16 18 1370.0 10.0 120.0 .00
19 18 20 650.0 10.0 120.0 .00
21 20 22 70.0 10.0 120.0 .00
23 22 24 180.0 10.0 120.0 .00
25 24 26 130.0 10.0 120.0 .00
27 26 28 400.0 10.0 120.0 .00
29 28 30 420.0 10.0 120.0 .00
31 30 32 590.0 8.0 120.0 .00
33 32 34 430.0 6.0 120.0 .00
35 34 35 250.0 8.0 120.0 .00
36 35 36 260.0 8.0 120.0 . 00
37 20 36 930.0 8.0 120.0 .00
39 34 100 320.0 12.0 120.0 .00
41 28 100 270.0 12.0 120.0 .00
43 6 28 2750.0 16.0 120.0 .00
101 100 102 240.0 8.0 120.0 .00
103 102 104 20.0 8.0 120.0 .00
105 102 106 130.0 8.0 120.0 . 00
107 104 108 90.0 8.0 120.0 .00
109 108 110 110.0 8.0 120.0 .00
111 110 112 80.0 8.0 120.0 .00
113 112 114 110.0 8.0 120.0 .00
115 36 112 50.0 8.0 120.0 .00
117 24 104 90.0 8.0 120.0 .00
119 108 110 100.0 8.0 120.0 .00
255.00
A-2
Water System Analysis for The Bluffs Project in the City of Carlsbad
Appendix A
Job No. 782-001
October 14, 2003
ON NUMBER DEMAND ELEVATION CONNECTING PIPES
2 160.00 .00 1 3
4 8.02 .00 3 5
6 .00 .00 5 7 43
8 2.29 .00 7 9
10 3.82 .00 9 11
12 9.55 .00 11 13
14 1. 91 .00 13 15
16 1.53 .00 15 17
18 4. 97 .00 17 19
20 1.15 68.00 19 21 37
22 5.35 70.00 21 23
24 .00 78.00 23 25 117
26 4.20 81.00 25 27
28 8.13 85.00 27 29 41
30 63.50 88.00 29 31
32 14 . 60 72.00 31 33
34 668.00 72.00 33 35 39
35 .00 68.00 35 36
36 4.76 64.00 36 37 115
100 3.00 77.00 39 41 101
102 2.60 74.00 101 103 105
104 3.80 75.00 103 107 117
106 3.40 72.00 105
108 4.20 72.00 107 109 119
110 4.90 70.00 109 111 119
112 1.10 71.00 111 113 115
114 6.80 73.00 113
SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD
43
3 VALUES ARE OUTPUT FOR MAXIMUM AND MINIMUM PRESSURES
THIS SYSTEM HAS 33 PIPES WITH 27 JUNCTIONS , 6 LOOPS AND 1 FGNS
THE RESULTS ARE OBTAINED AFTER 7 TRIALS WITH AN ACCURACY = .00010
A-3
Water System Analysis for The Bluffs Project in the City of Carlsbad
Appendix A
Job No. 782-001
October 14, 2003
The Bluffs Project Water System Analysis
Average Day Demands, All Pipes Open
PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/100
1 0 2 991.58 .53 .00 . 00 1.58 .71
3 2 4 831.58 .49 .00 .00 1.33 .51
5 4 6 823.56 .28 .00 .00 1.31 .51
7 6 8 169.00 .06 .00 .00 .48 .11
9 8 10 166.71 .02 .00 .00 .47 .11
11 10 12 162.89 .04 .00 .00 .46 . 10
13 12 14 153.34 .19 .00 .00 . 63 .22
15 14 16 151.43 .21 .00 .00 . 62 .22
17 16 18 149.90 .29 .00 .00 . 61 .21
19 18 20 144.93 .13 .00 .00 .59 .20
21 20 22 78.33 .00 .00 .00 .32 .06
23 22 24 72.98 .01 .00 .00 .30 .06
25 24 26 -90.23 -.01 .00 .00 -.37 -.08
27 26 28 -94.43 -.04 .00 .00 -.39 -.09
29 28 30 139.57 . 08 . 00 .00 .57 .19
31 30 32 76.07 .11 .00 .00 .49 . 18
33 32 34 61.47 .21 .00 .00 .70 .49
35 34 35 -127.00 -.12 .00 .00 -.81 -.46
36 35 36 -127.00 -.12 .00 .00 -.81 -.46
37 20 36 65.45 .13 .00 .00 .42 . 14
39 34 100 -479.54 -.24 .00 .00 -1.36 -.75
41 28 100 412.43 . 15 .00 .00 1.17 .57
43 6 28 654.56 . 91 .00 .00 1.04 .33
101 100 102 -70.10 -.04 . 00 .00 -.45 -.15
103 102 104 -76.10 .00 .00 .00 -.49 -.18
105 102 106 3.40 .00 .00 .00 .02 .00
107 104 108 83.30 .02 .00 . 00 .53 .21
109 108 110 38.53 .01 .00 .00 .25 .05
111 110 112 74.20 .01 .00 .00 .47 . 17
113 112 114 6.80 .00 .00 .00 .04 .00
115 36 112 -66.30 -.01 .00 .00 -.42 -.14
117 24 104 163.21 .07 .00 .00 1.04 .74
119 108 110 40.57 .01 .00 .00 .26 .06
A-4
Water System Analysis for The Bluffs Project in the City of Carlsbad
Appendix A
Job No. 782-001
October 14, 2003
JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE
2 160.00 254.47
4 8.02 253.97
6 .00 253.69
8 2.29 253.63
10 3.82 253.61
12 9.55 253.57
14 1. 91 253.38
16 1.53 253.17
18 4.97 252.88
20 1.15 252.75 68.00 80.06
22 5.35 252.74 70.00 79.19
24 .00 252.73 78.00 75.72
26 4.20 252.74 81.00 74.42
28 8.13 252.78 85.00 72.70
30 63.50 252.70 88.00 71.37
32 14.60 252.59 72.00 78.26
34 668.00 252.38 72.00 78.17
35 .00 252.50 68.00 79.95
36 4.76 252.62 64.00 81.74
100 3.00 252.62 77.00 76.10
102 2. 60 252.66 74.00 77.42
104 3.80 252.67 75.00 76. 99
106 3.40 252.66 72.00 78.29
108 4.20 252.65 72.00 78.28
110 4.90 252.64 70.00 79.14
112 1.10 252.63 71.00 78.70
114 6.80 252.63 73.00 77.84
MAXIMUM PRESSURES
36 4.76 252.62 64 .00 81.74
20 1.15 252.75 68.00 80. 06
35 .00 252.50 68.00 79. 95
MINIMUM PRESSURES
30 63.50 252.70 88.00 71.37
28 8.13 252.78 85.00 72. 70
26 4.20 252.74 81.00 74.42
THE NET SYSTEM DEMAND = 991.58
SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES
PIPE NUMBER
1
FLOWRATE
991.58
THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES 991.58
A-5
Water System Analysis for The Bluffs Project in the City of Carlsbad
Appendix A
Job No. 782-001
October 14, 2003
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 2 TRIALS WITH AN ACCURACY = .00000
Peak Hour Demands
PIPE NO. NODE NOS.
10 2
3 2 4
5 4 6
7 6 8
9 8 10
11 10 12
13 12 14
15 14 16
17 16 18
19 18 20
21 20 22
23 22 24
25 24 26
27 26 28
29 28 30
31 30 32
33 32 34
35 34 35
36 35 36
37 20 36
39 34 100
41 28 100
43 6 28
101 100 102
103 102 104
105 102 106
107 104 108
FLOWRATE
2875.58
2411.58
2388.32
490.11
483.47
472.39
444.69
439.15
434.72
420.30
227.15
211.63
-261.67
-273.85
404.74
220.59
178.25
-368.29
-368.29
189.82
-1390.65
1196.05
1898.22
-203.30
-220.70
9.86
241.58
HEAD LOSS
3.84
3.55
2.03
.43
.14
.29
1.37
1.51
2.09
. 93
.03
.07
-.08
-.26
.56
.76
1.52
-.83
-.87
.91
•1.73
1.11
6.53
-.27
-.03
.00
.14
PUMP HEAD
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
. 00
.00
MINOR LOSS
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
VELOCITY
4.59
85
81
39
37
34
82
79
78
72
93
86
07
12
65
41
02
35
35
21
94
39
03
30
41
06
54
HL/1000
5.12
3.70
3. 63
.79
.77
.73
59
,56
,53
44
46
,40
,60
, 65
,34
,29
53
33
1
1
3
-3
-3.33
.98
-5
4 ,
2,
-1.
42
10
37
11
-1.29
.00
1.53
A-6
Water System Analysis for The Bluffs Project in the City of Carlsbad
Appendix A
Job No. 782-001
October 14, 2003
109 108 110 111.75 .04 .00 .00 .71 .37
111 110 112 215.19 .10 .00 .00 1.37 1.23
113 112 114 19.72 .00 .00 .00 .13 .01
115 36 112 -192.28 -.05 .00 .00 -1.23 -1.00
117 24 104 473.30 .48 .00 .00 3.02 5.30
119 108 110 117.65 .04 .00 .00 .75 .40
JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE
2 464.00 251.16
4 23.26 247.61
6 .00 245.57
8 6.64 245.14
10 11.08 245.00
12 27.69 244.72
14 5.54 243.35
16 4.44 241.84
18 14.41 239.74
20 3.33 238.81 68.00 74.02
22 15.52 238.78 70.00 73.14
24 .00 238.70 78.00 69. 64
26 12.18 238.78 81.00 68.37
28 23.58 239.04 85.00 66.75
30 184.15 238.48 88.00 65.21
32 42.34 237.72 72.00 71.81
34 1937.20 236.20 72.00 71.15
35 .00 237.04 68.00 73.25
36 13.80 237.90 64.00 75.36
100 8.70 237.94 77.00 69.74
102 7.54 238.20 74.00 71.15
104 11.02 238 .23 75.00 70.73
106 9.86 238.20 72.00 72.02
108 12.18 238.09 72.00 71.97
110 14.21 238.05 70.00 72.82
112 3.19 237.95 71.00 72.35
114 19.72 237.95 73.00 71.48
MAXIMUM PRESSURES
36 13.80 237.90 64.00 75.36
20 3.33 238.81 68.00 74 . 02
35 .00 237.04 68.00 73.25
MINIMUM PRESSURES
30 184.15 238.48 88.00 65.21
28 23.58 239.04 85.00 66.75
26 12.18 238.78 81.00 68.37
A-7
Water System Analysis for The Bluffs Project in the City of Carlsbad
Appendix A
Job No. 782-001
October 14, 2003
THE NET SYSTEM DEMAND = 2875.58
SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES
PIPE NUMBER FLOWRATE
1 2875.58
THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 2875.58
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 = 1.65
THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE :
JUNCTION NUMBER DEMAND
106 1505.60
104 1505.30
THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY = .00216
Maximum Day Demands
IS 3,000 GPM Fire Flow split evenly between Nodes 104 and 106
PE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000
1 0 2 4635.13 9.30 .00 .00 7.40 12.41
3 2 4 4371.13 10.68 .00 .00 6. 97 11.13
5 4 6 4357.89 6.20 .00 . 00 6. 95 11.07
7 6 8 884.20 1.29 .00 .00 2.51 2.34
9 8 10 880.42 .42 .00 . 00 2.50 2.32
11 10 12 874.12 .89 .00 .00 2.48 2.29
13 12 14 858.36 4 . 63 .00 .00 3.51 5.39
15 14 16 855.21 5.19 .00 .00 3.49 5.35
17 16 18 852.69 7.29 .00 .00 3.48 5.32
19 18 20 844.48 3.40 .00 .00 3.45 5.23
21 20 22 519.38 . 15 .00 .00 2.12 2.12
23 22 24 510.55 .37 .00 .00 2. 09 2.06
A-i
Water System Analysis for The Bluffs Project in the City of Carlsbad
Appendix A
Job No. 782-001
October 14, 2003
25 24 26 -972.13 -.88 .00 .00 -3. 97 -6 78
27 26 28 -979.06 -2.75 .00 .00 -4. 00 -6 .87
29 28 30 375.94 .49 .00 .00 1. 54 1 .17
31 30 32 271.17 1.11 .00 .00 1. 73 1 .89
33 32 34 247.08 2.78 .00 .00 2. 80 6 .46
35 34 35 300.13 .57 .00 .00 1. 92 2 .28
36 35 36 300.13 .59 .00 .00 1. 92 2 .28
37 20 36 323.21 2.43 .00 .00 2. 06 2 . 62
39 34 100 -1155.26 -1.23 .00 .00 -3. 28 -3 .84
41 28 100 2105.28 3.15 .00 .00 5. 97 11 . 68
43 6 28 3473.69 20.00 .00 .00 5. 54 7 .27
101 100 102 945.08 4.58 .00 .00 6. 03 19 .08
103 102 104 -564.81 -.15 .00 .00 -3. 60 -7 .36
105 102 106 1505.60 5.88 .00 .00 9. 61 45 .21
107 104 108 -587.44 -.71 .00 .00 -3. 75 -7 .91
109 108 110 -289.54 -.23 .00 .00 -1. 85 -2 . 13
111 110 112 -602.45 -.66 .00 .00 -3. 85 -8 .29
113 112 114 11.22 .00 .00 .00 . 07 .01
115 36 112 615.49 .43 .00 .00 3. 93 8 .62
117 24 104 1482.68 3.95 .00 .00 9. 46 43 .94
119 108 110 -304.83 -.23 .00 .00 -1. 95 -2 .35
JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE
2 264.00 245.70
4 13.23 235.01
6 .00 228.82
8 3.78 227.53
10 6.30 227.11
12 15.76 226.22
14 3.15 221.58
16 2.52 216.39
18 8.20 209.11
20 1.90 205.71 68.00 59. 67
22 8.83 205.56 70.00 58. 74
24 .00 205.19 78.00 55. 12
26 6. 93 206.07 81.00 54. 20
28 13.41 208.82 85.00 53. 66
30 104.78 208.33 88.00 52. 14
32 24.09 207.21 72.00 58. 59
34 1102.20 204.44 72.00 57. 39
35 .00 203.87 68.00 58. 88
36 7.85 203.28 64.00 60. 35
100 4. 95 205.67 77. 00 55. 76
102 4.29 201.09 74.00 55. 07
104 1505.30 201.24 75. 00 54. 70
106 1505.60 195.21 72.00 53. 39
A-9
Water System Analysis for The Bluffs Project in the City of Carlsbad
Appendix A
Job No. 782-001
October 14, 2003
108
110
112
114
6. 93
8.09
1.82
11.22
201.95
202.18
202.84
202.84
72.00
70.00
71.00
73.00
56.31
57.28
57.13
56.27
36
20
35
MAXIMUM PRESSURES
7.85 203.28
1.90 205.71
.00 203.87
64.00
68.00
68.00
60.35
59.67
58.88
30
106
28
MINIMUM PRESSURES
104.78 208.33
1505.60 195.21
13.41 208.82
88.00
72.00
85.00
52.14
53.39
53.66
THE NET SYSTEM DEMAND = 4635.13
SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES
PIPE NUMBER
1
FLOWRATE
4635.13
THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES =
THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES
4635.13
,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
110 1508.10
108 1506.90
THE RESULTS ARE OBTAINED AFTER 2 TRIALS WITH AN ACCURACY = .00451
A-10
Water System Analysis for The Bluffs Project in the City of Carlsbad
Appendix A
Job No. 782-001
October 14, 2003
Maximum Day Demands
Plus 3,000 GPM Fire Flow split evenly between Nodes 108 and 110
PIPE NO.
1
3
5
7
9
11
13
15
17
19
21
23
25
27
29
31
33
35
36
37
39
41
43
101
103
105
107
109
111
113
115
117
119
NODE
0
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
35
20
34
28
6
100
102
102
104
108
110
112
36
24
108
NOS.
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
35
36
36
100
100
28
102
104
106
108
110
112
114
112
104
110
FLOWRATE
4636.09
4372.09
4358.86
884.15
880.37
874.07
858.31
855.16
852.64
844.44
312.33
303.50
-922.66
-929.59
397.09
292.31
268.22
594.87
594.87
530.21
-1428.85
2134.62
3474.71
700.82
690.92
5. 61
1910.81
196.76
-1104.19
11.22
1117.22
1226.16
207.15
HEAD LOSS
9.31
10. 69
6.20
1.29
.42
.89
,63
,19
,29
,40
.06
.14
-.80
-2.50
.54
1.28
3.23
4.
5.
7,
3,
2,
2.
6,
02
11
08
-1.82
3.23
20.01
2. 63
.21
.00
6.33
.11
-2.04
.00
30
78
11
PUMP HEAD
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
MINOR LOSS VELOCITY HL/1000
.00 7.40 12.41
.00 6.98 11.13
.00 6. 95 11.07
.00 2.51 2.34
.00 2.50 2.32
.00 2.48 2.29
.00 3.51 5.39
.00 3.49 5.35
.00 3.48 5.32
.00 3.45 5.23
.00 1.28 .83
.00 1.24 .79
.00 -3.77 -6.16
.00 -3.80 -6.24
.00 1. 62 1.29
.00 1.87 2.17
.00 3.04 7.52
.00 3.80 8.10
.00 3.80 8.10
.00 3.38 6.54
.00 -4.05 -5.70
.00 6.06 11.98
.00 5.54 7.28
.00 4.47 10. 97
.00 4.41 10. 68
.00 .04 .00
.00 12.20 70.29
.00 1.26 1.04
.00 -7.05 -25.46
.00 .07 .01
.00 7.13 26.02
.00 7.83 30. 91
.00 1.32 1.15
JUNCTION NUMBER
2
4
6
8
10
DEMAND
264.00
13.23
.00
3.78
6.30
GRADE LINE
245.69
235.00
228.81
227.52
227.10
ELEVATION PRESSURE
A-ll
Water System Analysis for The Bluffs Project in the City of Carlsbad
Appendix A
Job No. 782-001
October 14, 2003
12 15.76 226.21
14 3.15 221.57
16 2.52 216.39
18 8.20 209.10
20 1.90 205.70 68.00 59. 67
22 8.83 205.64 70.00 58.78
24 .00 205.50 78.00 55.25
26 6.93 206.30 81.00 54.30
28 13.41 208.80 85.00 53.65
30 104.78 208.26 88.00 52.11
32 24.09 206.97 72.00 58.49
34 1102.20 203.74 72.00 57.09
35 .00 201.72 68.00 57.94
36 7.85 199.61 64.00 58.77
100 4.95 205.56 77.00 55.71
102 4.29 202.93 74.00 55.87
104 6.27 202.72 75.00 55.35
106 5. 61 202.93 72.00 56.74
108 1506.90 196.39 72.00 53. 90
110 1508.10 196.28 70.00 54.72
112 1.82 198.31 71.00 55.17
114 11.22 198.31 73.00 54.30
MAXIMUM PRESSURES
20 1.90 205.70 68.00 59.67
22 8.83 205.64 70.00 58.78
36 7.85 199.61 64.00 58.77
MINIMUM PRESSURES
30 104.78 208.26 88.00 52.11
28 13. 41 208.80 85.00 53.65
108 1506.90 196.39 72.00 53. 90
THE NET SYSTEM DEMAND = 4 636.09
SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES
PIPE NUMBER
1
FLOWRATE
4636.09
THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 4 636.09
THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00
A SUMMARY OF CONDITIONS SPECIFIED FOR THE NEXT SIMULATION FOLLOWS
A-12
Water System Analysis for The Bluffs Project in the City of Carlsbad
Appendix A
Job No. 782-001
October 14, 2003
THE DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR = 1. 65
THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE
JUNCTION NUMBER DEMAND
110 1508.10
35 1500.00
THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY = .00064
Maximum Day Demands
Plus 3,000 GPM Fire Flow split evenly between Nodes 35 and 110
PIPE NO NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000
1 0 2 4636.12 9.31 .00 .00 7.40 12.41
3 2 4 4372.12 10.69 .00 .00 6. 98 11.13
5 4 6 4358.89 6.20 .00 .00 6. 96 11.07
7 6 8 873.64 1.26 .00 .00 2.48 2.29
9 8 10 869.86 .41 .00 .00 2.47 2.27
11 10 12 863.56 .87 .00 .00 2.45 2.24
13 12 14 847.80 4.53 .00 .00 3.46 5.26
15 14 16 844.65 5.07 .00 .00 3.45 5.23
17 16 18 842.12 7.12 .00 .00 3.44 5.20
19 18 20 833.92 3.32 .00 .00 3.41 5.11
21 20 22 246.79 .04 .00 .00 1.01 .54
23 22 24 237.96 .09 .00 .00 .97 .50
25 24 26 -809.28 -.63 .00 .00 -3.31 -4.83
27 26 28 -816.21 -1.96 . 00 .00 -3.33 -4 . 91
29 28 30 431.23 . 63 .00 .00 1.76 1.51
31 30 32 326.46 1.57 .00 .00 2. 08 2.66
33 32 34 302.37 4.04 .00 .00 3.43 9.39
35 34 35 984.30 5.14 .00 .00 6.28 20.58
36 35 36 -515.70 -1.62 .00 .00 -3.29 -6.21
37 20 36 585.24 7.31 .00 .00 3.74 7.86
39 34 100 -1784.13 -2.75 .00 .00 -5.06 -8.59
41 28 100 2224.40 3.49 .00 .00 6.31 12.93
43 6 28 3485.25 20.12 .00 .00 5.56 7.32
101 100 102 435.31 1.09 .00 .00 2. 78 4.54
103 102 104 425.41 .09 . 00 .00 2.72 4.35
105 102 106 5. 61 .00 .00 .00 .04 .00
A-13
Water System Analysis for The Bluffs Project in the City of Carlsbad
Appendix A
Job No. 782-001
October 14, 2003
107 104 108 1466.38 3.87 .00 .00 9.36 43.05
109 108 110 710.95 1.24 .00 .00 4.54 11.26
111 110 112 -48.65 -.01 .00 .00 -.31 -.08
113 112 114 11.22 .00 .00 .00 .07 .01
115 36 112 61.69 .01 .00 .00 .39 .12
117 24 104 1047.23 2.08 .00 .00 6. 68 23.08
119 108 110 748.50 1.24 .00 .00 4.78 12.39
JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE
2 264.00 245.69
4 13.23 235.00
6 .00 228.80
8 3.78 227.55
10 6.30 227.14
12 15.76 226.26
14 3.15 221.74
16 2.52 216.66
18 8.20 209.54
20 1. 90 206.22 68.00 59.90
22 8.83 206.19 70.00 59.01
24 .00 206.10 78.00 55.51
26 6.93 206.72 81.00 54.48
28 13.41 208.69 85.00 53.60
30 104.78 208.05 88.00 52.02
32 24.09 206.48 72.00 58.28
34 1102.20 202.45 72.00 56.53
35 1500.00 197.30 68.00 56.03
36 7.85 198.92 64.00 58.46
100 4. 95 205.20 77.00 55.55
102 4.29 204.11 74.00 56.38
104 6.27 204.02 75.00 55. 91
106 5.61 204.11 72.00 57.25
108 6.93 200.14 72.00 55.53
110 1508.10 198.91 70.00 55.86
112 1.82 198.91 71.00 55.43
114 11.22 198.91 73.00 54.56
MAXIMUM PRESSURES
20 1.90 206.22 68.00 59.90
22 8.83 206.19 70.00 59.01
36 7.85 198.92 64.00 58.46
MINIMUM PRESSURES
30 104.78 208.05 88.00 52.02
28 13.41 208.69 85.00 53. 60
26 6. 93 206.72 81.00 54.48
A-14
Water System Analysis for The Bluffs Project in the City of Carlsbad
Appendix A
Job No. 782-001
October 14, 2003
THE NET SYSTEM DEMAND = 4636.12
SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES
PIPE NUMBER FLOWRATE
1 4636.12
THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 4636.12
THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00
A-15
EXHIBIT A
THE BLUFFS
NODE AND PIPE DIAGRAM
CS1\\FS\DWG\782001\EXHIBIT A.dwg 03-27-03 10:2