HomeMy WebLinkAboutCT 11-04; Quarry Creek; Water Systems Analysis; 2015-03-30DEXTER WILSON ENGINEERING, INC.
WATER • WASTEWATER • RECYCLED WATER
CONSULTING ENGINEERS
2234 FARADAY AVENUE • CARLSBAD, CA 92008 • (760) 438-4422
WATER SYSTEM ANALYSIS
FOR
QUARRY CREEK
CT 11-04
March 30, 2015
Prepared by:
Dexter Wilson Engineering, Inc.
2234 Faraday Avenue
Carlsbad, CA 92008
(760) 438-4422
Job No.: 691-010
RECEIVED
APR 0 9 2015
LAND DEVELOPMENT
ENGINEERING
TABLE OF CONTENTS
PAGE NO.
Introduction 1
Water Service Design criteria 3
Project Water Demand 3
Existing Water System 4
580 Zone 6
446 Zone 6
Proposed Water System 6
Hydraulic Analysis 8
Recycled Water 9
Conclusions 9
APPENDIX A COMPUTER MODELING OUTPUT
LIST OF TABLES
PAGE NO.
TABLE 1 QUARRY CREEK PROJECTED WATER DEMAND 3
Ul
LIST OF FIGURES
PAGE NO.
FIGURE 1
FIGURE 2
FIGURE 3
FIGURE 4
LOCATION MAP 2
EXISTING WATER FACILITIES 5
PROPOSED WATER SYSTEM LAYOUT 7
PROPOSED ONSITE RECYCLED WATER FACILITIES 10
IV
DEXTER WILSON ENGINEERING, INC.
DEXTER S. WILSON, P.E.
ANDREW M. OVEN, P.E.
STEPHEN M. NIELSEN, P.E.
NATALIE J. FRASCHETTI, P.E.
March 30, 2015 691-010
McMillin Land Development
2750 Womble Road
San Diego, CA 92106
Attention: Don Mitchell, Senior Vice President
Subject: Quarry Creek Water System Analysis
Introduction
This letter-report summarizes our evaluation of the water system that will serve the
proposed Quarry Creek project. The project is located along the south side of Freeway 78,
just west of College Boulevard. Figure 1 provides a location map for the project.
The proposed land use for the project includes mixed density residential homes with a
maximum of 636 units, public use areas, and open space areas. The project area is within
the Carlsbad Municipal Water District for water service. This study provides
recommendations for public lines within the site, but does not evaluate water service
laterals or meter sizing for non-residential sites.
2234 FARADAY AVENUE • CARLSBAD, CA 92008 • (760)438-4422 • FAX (760) 438-0173
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HIGHWAY 78
FIGURE 1
LOCATION MAP
QUARRY CREEK
Water Service Design Criteria
The water system planning criteria used in this study are in accordance with the City of
Carlsbad Water Design Procedures and Guidelines, last revised November 30, 2009. The
criteria pertinent to this study are summarized below:
Minimum Pressure, Static = 60 psi
Maximum Pressure, Static = 125 psi (up to 150 psi allowed with approval of City
Engineer)
Minimum Pressure, Peak Hour = 40 psi
Minimum Pressure, Max Day plus Fire = 20 psi
SF Residential Demand Factor = 550 gpd/unit
MF Residential Demand Factor = 250 gpd/unit
Commercial Demand Factor = 2,300 gpd/10,000 SF BIdg. Area (assume building
coverage of 30 percent of gross acreage)
Max Day Factor = 1.65 x Average Day Demand
Peak Hour Factor = 2.9 x Average Day Demand
SF Residential Fire Flow = 1,500 gpm
MF Residential Fire Flow = 3,000 gpm
Commercial Fire Flow = 4,000 gpm
Maximum Pipeline Velocity, Peak Hour = 8.0 ft/s
The actual fire flow requirement will be provided by the fire marshal based on the Uniform
Fire Code. The fire flow requirement is based on building footprints, construction
materials, and what reduction, if any, will be allowed for buildings with sprinklers. Since
some of these factors are unknown at this planning stage, the fire flow requirements listed
above were utilized.
Protected Water Demand
Based on the demand factors presented above. Table 1 summarizes the projected water
demands for the project. For non-residential acreage, the assumption of 30 percent
building coverage and a demand factor of 2,300 gpd/10,000 square feet result in a demand
factor of approximately 3,000 gpd per gross acre.
DEXTER WILSON ENGINEERING, INC. PAGE 3
TABLE 1
QUARRY CREEK
PROJECTED WATER DEMANDS
Planning
Area Land Use Gross
Acres
Maximum
Dwelling
Units
Demand
Factor
Average
Demand,
gpd
R-1 MF Residential 7.1 127 250 gpd/unit 31,750
R-2 MF Residential 11.1 200 250 gpd/unit 50,000
R-3 MF Residential 6.7 95 250 gpd/unit 23,750
R-4 MF Residential 18.2 214 250 gpd/unit 53,500
P-l Public use 0.9 0 gpd/ac^ 0
P-2 Public Use 2.1 — 3,000 gpd/ac 6,300
P-3 Public Use 1.3 ... 3,000 gpd/ac 3,900
P-4 Public Use 3.9 ... 0 gpd/ac' 0
P-5 Public Use 2.2 ... 0 gpd/ac^ 0
OS Open Space 92.4 ... 0 gpd/ac 0
— Public Roads 9.5 ... 0 gpd/ac 0
TOTAL 155.4 636 169,200 I
1 These areas are to be irrigated with recycled water and do not require potable water service.
Based on a projected average daily demand of 169,200 gpd (118 gpm), the projected
maximum day demand is 279,180 gpd (194 gpm) and the projected peak hour demand is
490,680 gpd (341 gpm). Several water conservation measures will be implemented with
this project that may result in reduced water demand for the project.
Existing Water System
There are numerous pipelines in different pressure zones in the vicinity of the project.
Figure 2 graphically shows the location of existing facilities in the vicinity of the project and
a brief description by pressure zone is provided below.
DEXTER WILSON ENGINEERING, INC. PAGE A
LEGEND
EXISTING 446 ZONE
EXISTING 580 ZONE
580/446 PR STATION
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FIGURE 2
EXISTING WATER FACILITIES
QUARRY CREEK
580 Zone. The primary supply of water to this area comes from the 580 Zone. The 580
Zone is supplied from the San Diego County Water Authority No. 4 aqueduct connection.
There is a 21-inch 580 Zone transmission line that conveys flow from this connection to
service areas located south of the Quarry Creek project. The 580 Zone also supplies lower
pressure zones in the area.
446 Zone. The 446 Zone is supplied by the Tap Reservoir located southeast of the Quarry
Creek project. This reservoir has a capacity of 6.0 million gallons, a pad elevation of 446
feet, and a high water line of 473 feet. This reservoir and distribution system are supplied
by 580/446 Zone pressure reducing stations in the area. A 580/446 Zone pressure reducing
station is located along Carlsbad Village Drive south of the Tap Reservoir. There are 446
Zone distribution lines that have been extended to the southern boundary of the Quarry
Creek project.
Proposed Water System
Figure 3 provides the proposed water system layout for the Quarry Creek project. Proposed
pad elevations from the Quarry Creek project range in elevation from approximately 109
feet to 129 feet. Service to these areas from the 446 Zone would result in static pressures of
137 psi to 146 psi for the project. These pressures exceed the City's maximum
recommended pressure of 125 psi, but are less than the maximum allowable pressure of 150
psi.
Providing adequate redundancy to the Quarry Creek project is complicated due to the
project being bordered on the north and east by the City of Oceanside and by open space on
the west. The existing 446 Zone piping to the south of the project is looped and appears to
be the only feasible source of water to the project. To meet the redundancy and pressure
requirements, it is proposed to make two connections to the existing 446 Zone with new
pressure reducing stations near each connection. The pressure reducing stations should be
set for an output hydraulic gradeline of 330 feet to form a new onsite pressure zone. A
gradeline of 330 feet would provide static pressures on the project ranging from 87 psi to 96
psi.
DEXTER WILSON ENGINEERING, INC. PAGE 6
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EXISTING 446 ZONE WATER LINE
PROPOSED 446 ZONE WATER LINE
PROPOSED 330 ZONE WATER LINE
FIRE HYDRANT
PLANNING AREA DESIGNATION
FUTURE ONSITE PIPING.
ALIGNMENT TO BE
DETERMINED DURING
FINAL ENGINEERING
PROPOSED 446/330
ZONE PR STATION
CONNECT TO
EXIST. 8" LINE
EXISTING CITY OF OCEANSIDE
511 ZONE WATER LINE
FUTURE ONSITE PIPING,
ALIGNMENT TO BE DETERMINED
DURING FINAL ENGINEERING.
EXISTING CITY OF
OCEANSIDE 511 ZONE
WATER LINE
12 __ _ _
MARRON ROAD
N
i SCALE 1" = 400'
FIGURE 3
PROPOSED ONSITE
WATER SYSTEM
QUARRY CREEK
From the pressure reducing stations, a backbone water loop will be constructed onsite to
serve the project. Planning Areas R-1, R-2, and R-3 do not have circulation loops to the rest
of the project so these areas will require special consideration to meet City redundancy
requirements. An Internal pipe loop in Planning Areas R-3 will provide redundancy to this
area.
To provide adequate redundancy to Planning Areas R-1 and R-2, parallel pipelines will
need to be constructed in the bridge. The installation of parallel water lines to meet
redundancy requirements is allowed by other local agencies such as the City of San Diego.
The system would include dual 12-inch pipelines across the bridge and an internal loop in
Planning Area R-2.
Hydraulic Analysis
Analysis using the KYPIPE computer software developed by the University of Kentucky
determined residual pressures throughout the proposed water system. This computer
software utilizes the Hazen-Williams equation for determining headless in pipes. The
Hazen-Williams "C" value used for all pipe sizes in our analysis is 120.
The system was modeled with an estimated hydraulic grade line of 430 feet at the
connection to the existing 446 Zone. A gradeline of 330 feet was set at the 446/330 pressure
reducing stations. The system has been designed to provide a minimum residual pressure
of greater than 20 psi under a maximum day demand plus fire flow scenario at all locations
within the proposed project development. For the project, fire flows were modeled at a few
critical locations within the site.
The results of the computer analysis indicate that adequate domestic water pressures are
provided to the project. Furthermore, fire flow requirements are being met with greater
than 20 psi residual pressure at all locations within the project. Appendix A provides the
computer modeling output and Exhibit A provides the corresponding node and pipe
diagram.
DEXTER WILSON ENGINEERING. INC. PAGE 8
Recycled Water
There are currently no recycled water facilities immediately adjacent to the property. The
closest existing recycled water line is at the intersection of Tamarack Avenue and Harwich
Drive.
The most recent recycled water master plan was prepared in 2012 by Carrollo Engineers.
The 2012 Recycled Water Master Plan accounts for recycled water service to Quarry Creek.
In keeping with the City's policy of using recycled water where possible to offset potable
water use, it is recommended that piping be installed to the potential use areas within the
site.
A recycled water line will need to be extended offsite in Tamarack Avenue and connected to
the existing 580 Zone recycled water system at Harwich Drive. A pressure reducing station
will need to be constructed with a set output hydraulic gradeline of 375 feet to provide
service to the recycled water areas in Quarry Creek. The major potential use areas within
the project are the public use sites and irrigated slopes. Figure 4 provides the proposed
onsite recycled water facilities and potential use areas for the project.
Conclusions
Water service can be provided to the Quarry Creek project by the Carlsbad Municipal
Water District. Water service is proposed to be provided by connecting to the existing 446
Zone, and forming a new zone by constructing two new 446/330 Zone pressure reducing
stations. The following conclusions have been made as a result of this study:
1. Figure 3 provides the proposed water system improvements for the project.
Appendix A provides the hydraulic analysis used to verify recommended pipe sizing.
2. The northeastern portion of the project will require dual piping across the bridge to
meet redundancy requirements for Planning Areas R-1 and R-2.
3. Internal pipe loops in Planning Areas R-2 and R-3 will be required to meet
redundancy requirements to these areas of the project.
DEXTER WILSON ENGINEERING, INC. PAGE 9
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LEGEND
EXISTING 580 ZONE RECYCLED WATER LINE
PROPOSED 580 ZONE RECYCLED WATER LINE
PROPOSED 375 ZONE RECYCLED WATER LINE
POTENTIAL RECYCLED WATER USE AREA
/
/ AMAKACK AVK.
CONNECT TO
EXIST. 12" LINE
MARRON ROAD
N
SCALE r=400'
FIGURE 4
PROPOSED ONSITE
RECYCLED WATER
QUARRY CREEK
4. Recycled water is proposed to be supplied to the project by constructing an offsite
line in Tamarack Avenue and connecting to the existing 580 Zone recycled water
distribution pipeline system. A 580/375 pressure reducing station will need to be
constructed to serve the recycled water use areas in Quarry Creek. Figure 4 shows
the proposed onsite recycled water system and potential recycled water use areas.
If you have any questions on the information contained herein, please let us know.
Dexter Wilson Engineering, Inc.
Stephen M. Nielsen
SMN:ps
DEXTER WILSON ENGINEERING, INC. PAGE I I
APPENDIX A
COMPUTER MODELING OUTPUT
The following conditions were modeled:
1. Average Day Demands.
2. Maximum Day Demands plus 3,000 gpm fire flow split between nodes 16 and 24.
3. Maximum Day Demands plus 3,000 gpm fire flow split between nodes 26 and 28.
4. Maximum Day Demands plus 3,000 gpm fire flow split between nodes 34 and 38.
5. Peak Hour Demands.
Quarry Creek Water System Analysis
Job Number: 691-010
March 26, 2015
File: 691010A
FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG
A SUMMARY OF THE ORIGINAL DATA FOLLOWS
THERE IS A PRV AT JUNCTION 10 FOR LINE 13 SET AT A GRADE OF 330.00
THERE IS A PRV AT JUNCTION 20 FOR LINE 23 SET AT A GRADE OF 330.00
PIPE NO NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE
(FEET) (INCHES)
1 0 2 900. 0 14.0 120.0 .00 430. 00
3 2 4 230. 0 12.0 120.0 .00 430. 00
5 4 6 180. 0 8.0 120. 0 .00 430. 00
7 6 8 1100. 0 8.0 120.0 .00 430 . 00
9 6 8 550. 0 8.0 120.0 .00 430. 00
11 8 10 150. 0 12.0 120.0 .00 430. 00
13 10 12 50. 0 12.0 120.0 .00 330. 00
15 12 14 50. 0 12.0 120.0 .00 330. 00
17 14 16 750. 0 8.0 120.0 .00 330. 00
19 2 18 350. 0 14.0 120.0 .00 430. 00
21 18 20 200. 0 12.0 120.0 .00 430. 00
23 20 22 50. 0 12.0 120.0 .00 330. 00
25 14 24 750. 0 12.0 120.0 .00 330. 00
27 22 26 1200. 0 12.0 120.0 .00 330. 00
29 25 28 500. 0 12.0 120.0 . 00 330. 00
31 26 30 250. 0 12.0 120.0 .00 330. 00
33 24 30 1250. 0 12.0 120.0 .00 330. 00
35 30 31 550. 0 12.0 120.0 .00 330. 00
37 30 32 850. 0 12.0 120.0 .00 330. 00
39 31 33 850. 0 8.0 120.0 .00 330. 00
41 32 36 300. 0 8.0 120.0 . 00 330. 00
43 36 38 650 . 0 8.0 120. 0 . 00 330. 00
45 33 38 600. 0 8.0 120. 0 .00 330. 00
47 33 34 200. 0 8.0 120.0 .00 330. 00
JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES
2 .00 148.00 1 3 19
4 .00 165.00 3 5
6 .00 170.00 5 7 9
8 .00 165.00 7 9 11
10 .00 128.00 11 13
12 .00 128.00 13 15
14 .00 128.00 15 17 25
16 9 .50 128.00 17
18 .00 133.00 19 21
*A negative value for flowrate, velocity and headloss indicates that the flow is going in the opposite direction from the
ways the nodes were input (i.e. from Node 30 to 24 instead of from Node 24 to 30).
Quarry Creek Water System Analysis
Job Number: 691-010
March 26, 2015
File: 691010A
20 .00 122 . 00 21 23
22 9.50 122. 00 23 27
24 9.50 112. 00 25 33
26 11.50 120. 00 27 29 31
28 13.00 130. 00 29
30 9.50 118. 00 31 33 35
31 .00 106. 00 35 39
32 17.50 124 . 00 37 41
33 .00 114 . 00 39 45 47
34 11.00 116. 00 47
36 17.50 130. 00 41 43
38 11.00 160. 00 43 45
SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD
THIS SYSTEM HAS ONE SUPPLY ZONE (446)
ZONE NO. 1 IS SUPPLIED THROUGH THESE PIPES;
13
23
THIS SYSTEM HAS 24 PIPES WITH 21 JUNCTIONS ,
Nodes (FGNS)
2 LOOPS AND 3 Fixed Grade
THE RESULTS ARE OBTAINED AFTER 5 TRIALS WITH AN ACCURACY = .00180
AVERAGE DAY DEM2^S
PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000
1 0 2 119.50 . 02 . 00 .00 .25 .03
3 2 4 56.50 .00 .00 .00 .16 . 01
5 4 6 56. 50 .02 .00 .00 .36 . 10
7 6 8 23.03 .02 .00 .00 . 15 .02
9 6 8 33.47 . 02 . 00 .00 .21 .04
11 8 10 56.50 . 00 . 00 . 00 .16 . 01
13 0 12 56.50 . 00 . 00 . 00 .16 .01
15 12 14 56.50 .00 . 00 .00 .16 .01
17 14 16 . 9.50 .00 .00 .00 .06 . 00
19 2 18 63.00 .00 .00 .00 . 13 . 01
21 18 20 63.00 .00 .00 .00 . 18 . 02
23 0 22 63.00 .00 .00 .00 . 18 . 02
25 14 24 47.00 .01 .00 .00 . 13 .01
27 22 26 53.50 .02 .00 .00 . 15 .01
29 26 28 13.00 .00 .00 .00 .04 .00
*A negative value for flowrate, velocity and headloss indicates that the flow is going in the opposite direction from the
ways the nodes were input (i.e. from Node 30 to 24 instead of from Node 24 to 30).
Quarry Creek Water System Analysis
Job Number: 691-010
March 26, 2015
File: 691010A
31 26 30 29.00 00 .00 .00 .08 .00
33 24 30 37.50 01 . 00 .00 . 11 .01
35 30 31 17 . 60 00 .00 .00 . 05 . 00
37 30 32 39.40 01 . 00 . 00 .11 . 01
39 31 33 17.60 01 .00 .00 .11 .01
41 32 36 21.90 01 . 00 .00 . 14 .02
43 36 38 4 .40 00 .00 .00 . 03 .00
45 33 38 6. 60 00 .00 .00 . 04 . 00
47 33 34 11.00 • 00 .00 .00 . 07 . 00
JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE
2 .00 429. 98 148.00 122. 19
4 . 00 429. 97 165.00 114. 82
6 . 00 429. 95 170.00 112. 65
8 . 00 429. 93 165.00 114. 80
10 .00 429. 93 128.00 130. 84
12 .00 330. 00 128.00 87. 53
14 .00 330. 00 128.00 87. 53
16 9. 50 330. 00 128.00 87. 53
18 .00 429. 97 133.00 128. 69
20 .00 429. 97 122.00 133. 45
22 9.50 330. 00 122.00 90. 13
24 9.50 329. 99 112.00 94. 46
26 11.50 329. 98 120.00 90. 99
28 13.00 329. 98 130.00 86. 66
30 9.50 329. 98 118.00 91. 86
31 . 00 329. 98 106.00 97. 06
32 17.50 329. 98 124.00 89. 26
33 . 00 329. 97 114.00 93. 59
34 11.00 329. 97 116.00 92. 72
36 17 . 50 329. 97 130.00 86. 65
38 11. 00 329. 97 160.00 73. 65
THE NET SYSTEM DEMAND 119 50
SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES
PIPE NUMBER
1
FLOWRATE
119.50
THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 119.50
THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00
*A negative value for flowrate, velocity and headloss indicates that the flow is going in the opposite direction from the
ways the nodes were input (i.e. from Node 30 to 24 instead of from Node 24 to 30).
Quarry Creek Water System Analysis March 26, 2015
Job Number: 691-010 File: 691010A
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
16 1515.70
24 1515.70
THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY = .00004
M2VXIMUM DAY DEMANDS PLUS 3000 GPM FIRE FLOW SPLIT BETWEEN NODES 16 AND 24
PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000
1 0 2 3197.23 10. 75 .00 .00 6. 66 11. 95
3 2 4 2468.81 3. 61 . 00 .00 7.00 15.68
5 4 6 2468.81 20. 33 .00 .00 15.76 112.97
7 6 8 1006.06 23. 57 .00 .00 6. 42 21.43
9 6 8 1462.74 23. 57 .00 .00 9.34 42.85
11 8 10 2468.81 2. 35 .00 .00 7.00 15. 68
13 0 12 2468.81 78 .00 .00 7.00 15. 68
15 12 14 2468.81 78 .00 .00 7.00 15. 68
17 14 16 1515.70 34. 33 .00 . 00 9. 67 45.77
19 2 18 728.42 27 .00 .00 1.52 .77
21 18 20 728.42 33 . 00 . 00 2.07 1.64
23 0 22 728.42 08 . 00 .00 2.07 1. 64
25 14 24 953.11 2. 02 .00 .00 2.70 2. 69
27 22 26 712.74 1. 89 .00 .00 2.02 1.57
29 26 28 21.45 00 .00 .00 . 06 . 00
31 26 30 672.32 35 .00 .00 1.91 1. 41
33 24 30 -562.59 -1. 27 .00 .00 -1. 60 -1.01
35 30 31 29.04 00 .00 .00 . 08 . 00
37 30 32 65.01 02 . 00 . 00 . 18 . 02
39 31 33 29.04 03 . 00 . 00 .19 .03
41 32 36 36.13 01 .00 .00 .23 .05
43 36 38 7.26 00 .00 .00 . 05 . 00
45 33 38 10.89 00 .00 .00 . 07 . 00
47 33 34 18.15 • 00 .00 .00 . 12 .01
JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE
2 .00 419. 25 148.00 117. 54
4 .00 415. 64 165.00 108. 61
6 .00 395. 31 170.00 97. 63
8 .00 371. 74 165.00 89. 59
10 . 00 369. 38 128.00 104. 60
12 .00 329. 22 128.00 87. 19
*A negative value for flowrate, velocity and headloss indicates that the flow is going in the opposite direction from the
ways the nodes were input (i.e. from Node 30 to 24 instead of from Node 24 to 30).
Quarry Creek Water System Analysis
Job Number: 691-010
March 26,2015
File: 691010A
14 .00 328.43 128. 00 86.85
16 1515.70 294.11 128 . 00 71. 98
18 .00 418.98 133. 00 123.92
20 .00 418.65 122 . 00 128.55
22 15. 68 329.92 122 . 00 90.10
24 1515.70 326.41 112. 00 92.91
26 18. 98 328.03 120. 00 90.15
28 21.45 328.03 130. 00 85. 81
30 15. 68 327.68 118. 00 90. 86
31 . 00 327.68 106. 00 96. 06
32 28.88 327.66 124. 00 88.25
33 .00 327.65 114. 00 92.58
34 18.15 327.65 116. 00 91.72
36 28.88 327.65 130. 00 85. 65
38 18.15 327.65 160. 00 72. 65
THE NET SYSTEM DEMAND = 3197.22
SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES
PIPE NUMBER
1
FLOWRATE
3197.23
THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 3197.23
THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00
*A negative value for flowrate, velocity and headloss indicates that the flow is going in the opposite direction from the
ways the nodes were input (i.e. from Node 30 to 24 instead of from Node 24 to 30).
Quarry Creek Water System Analysis
Job Number: 691-010
March 26,2015
File: 691010A
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
26 1519.00
28 1521.50
THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY = .00391
MAXIMUM DAY DEMANDS PLUS 3000 GPM FIRE FLOW SPLIT BETWEEN NODES 26 AND 28
PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000
1 0 2 3197.25 10 .75 .00 .00 6. 66 11. 95
3 2 4 1343.71 1 . 17 .00 .00 3.81 5. 08
5 4 6 1343.71 6 .59 .00 .00 8.58 36. 62
7 6 8 547.57 7 . 64 .00 . 00 3.49 6. 94
9 6 8 796.13 7 . 64 .00 .00 5.08 13. 89
11 8 10 1343.71 .76 .00 .00 3.81 5. 08
13 0 12 1343.71 .25 .00 .00 3.81 5. 08
15 12 14 1343.71 .25 .00 .00 3.81 5.08
17 14 16 15. 68 . 01 .00 .00 . 10 .01
19 2 18 1853.54 1 .52 .00 .00 3.86 4.35
21 18 20 1853.54 1 .84 .00 .00 5.26 9.22
23 0 22 1853.54 .46 .00 .00 5.26 9.22
25 14 24 1328.03 3 .73 .00 .00 3.77 4 . 97
27 22 26 1837.87 10 .89 . 00 .00 5.21 9.08
29 26 28 1521.50 3 .20 . 00 .00 4.32 6.40
31 26 30 -1202.63 -1 .03 . 00 .00 -3.41 -4.14
33 24 30 1312.36 6 .08 .00 .00 3.72 4.87
35 30 31 29.04 . 00 .00 .00 .08 . 00
37 30 32 65.01 . 02 . 00 .00 .18 . 02
39 31 33 29. 04 . 03 .00 .00 .19 . 03
41 32 36 36.13 . 01 .00 . 00 .23 .05
43 36 38 7.26 . 00 .00 .00 . 05 .00
45 33 38 10. 89 . 00 .00 .00 .07 .00
47 33 34 18.15 .00 .00 .00 .12 .01
JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE
2 .00 419 .25 148.00 117 . 54
4 .00 418 . 08 165.00 109. 67
6 .00 411 .49 170.00 104. 64
8 . 00 403 . 85 165.00 103. 50
10 .00 403 . 08 128.00 119. 20
12 .00 329 .75 128.00 87. 42
14 .00 329 .49 128.00 87. 31
*A negative value for flowrate, velocity and headloss indicates that the flow is going in the opposite direction from the
ways the nodes were input (i.e. from Node 30 to 24 instead of from Node 24 to 30).
Quarry Creek Water System Analysis
Job Number: 691-010
March 26, 2015
File: 691010A
16 15. 68 329.48 128.00 87.31
18 .00 417.72 133.00 123.38
20 .00 415.88 122.00 127.35
22 15. 68 329.54 122.00 89. 93
24 15. 68 325.76 112.00 92.63
26 1519.00 318.64 120.00 86.08
28 1521.50 315.45 130.00 80.36
30 15. 68 319.68 118.00 87.39
31 .00 319.68 106.00 92.59
32 28.88 319.66 124.00 84.79
33 .00 319.65 114.00 89.12
34 18.15 319.65 116.00 88.25
36 28.88 319.65 130.00 82.18
38 18.15 319.65 160.00 69.18
THE NET SYSTEM DEMAND = 3197.25
SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES
PIPE NUMBER
1
FLOWRATE
3197.25
THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 3197.25
THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00
*A negative value for flowrate, velocity and headloss indicates that the flow is going in the opposite direction from the
ways the nodes were input (i.e. from Node 30 to 24 instead of from Node 24 to 30).
Quarry Creek Water System Analysis
Job Number: 691-010
March 26, 2015
File: 691010A
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
34 1518.20
38 1518.20
THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY = .00052
MAXIMUM DAY DEMANDS PLUS 3000 GPM FIRE FLOW SPLIT BETWEEN NODES 34 AND 38
PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000
1 0 2 3197.28 10. 75 .00 .00 6. 66 11 . 95
3 2 4 1457.10 1. 36 .00 .00 4.13 5 . 91
5 4 6 1457.10 7 . 66 .00 .00 9.30 42 .55
7 6 8 593.78 8. 88 .00 .00 3.79 8 .07
9 6 8 863.32 8. 88 .00 .00 5.51 16 . 14
11 8 10 1457.10 89 .00 .00 4.13 5 . 91
13 0 12 1457.10 30 .00 .00 4.13 5 . 91
15 12 14 1457.10 30 . 00 .00 4.13 5 . 91
17 14 16 15. 68 01 .00 .00 . 10 . 01
19 2 18 1740.17 1. 36 .00 . 00 3. 63 3 . 87
21 18 20 1740.17 1. 64 .00 . 00 4 . 94 8 .21
23 0 22 1740.17 . 41 .00 .00 4. 94 8 .21
25 14 24 1441.43 4 . 34 .00 .00 4 .09 5 .79
27 22 26 1724.50 9. 68 .00 .00 4.89 8 .07
29 26 28 21.45 , 00 .00 .00 .06 .00
31 26 30 1684.07 1. 93 .00 .00 4.78 7 .72
33 24 30 1425.75 7 . 09 .00 .00 4.04 5 . 67
35 30 31 1583.35 3. 79 .00 .00 4.49 6 .89
37 30 32 1510.80 5. 37 .00 .00 4.29 6 . 32
39 31 33 1583.35 42 . 18 . 00 . 00 10.11 49 . 62
41 32 36 1481.92 13. 17 . 00 .00 9.46 43 . 90
43 36 38 1453.05 27 . 51 .00 . 00 9.27 42 .33
45 33 38 65.15 , 08 . 00 .00 .42 . 13
47 33 34 1518.20 9. 18 . 00 .00 9. 69 45 . 91
JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE
2 .00 419. 25 148.00 117 .54
4 . 00 417. 89 165.00 109 .58
6 .00 410. 23 170.00 104 . 10
8 . 00 401. 35 165.00 102 . 42
10 .00 400. 47 128.00 118 .07
12 .00 329. 70 128.00 87 .41
14 .00 329. 41 128.00 87 .28
*A negative value for flowrate, velocity and headloss indicates that the flow is going in the opposite direction from the
ways the nodes were input (i.e. from Node 30 to 24 instead bf from Node 24 to 30).
Quarry Creek Water System Analysis
Job Number: 691-010
March 26, 2015
File: 691010A
16 15. 68 329.40 128.00 87.27
18 . 00 417.89 133.00 123.45
20 . 00 416.25 122.00 127.51
22 15. 68 329.59 122.00 89. 96
24 15. 68 325.07 112.00 92.33
26 18. 98 319.91 120.00 86. 63
28 21.45 319.91 130.00 82.29
30 15.68 317.98 118.00 86. 66
31 .00 314.19 106.00 90.21
32 28.88 312.61 124.00 81.73
33 .00 272.01 114.00 68.47
34 1518.20 262.83 116.00 63. 62
36 28.88 299.44 130.00 73. 42
38 1518.20 271.93 160.00 48. 50
THE NET SYSTEM DEMAND = 3197.27
SUMMARY OF INFLOWS{+) AND OUTFLOWS(-) FROM FIXED GRADE NODES
PIPE NUMBER
1
FLOWRATE
3197.28
THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES =
THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES
3197.2f
00
*A negative value for flowrate, velocity and headloss indicates that the flow is going in the opposite direction from the
ways the nodes were input (i.e. from Node 30 to 24 instead of from Node 24 to 30).
Quarry Creek Water System Analysis
Job Number: 691-010
March 26, 2015
File: 691010A
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 = .00010
PEAK HOUR DEMANDS
PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000
1 0 2 346.55 .18 .00 .00 .72 .20
3 2 4 163.85 .02 .00 .00 .46 . 10
5 4 6 163.85 .13 .00 .00 1.05 .74
7 6 8 66.77 .16 . 00 .00 .43 . 14
9 6 8 97.08 .16 .00 .00 .62 .28
11 8 10 163.85 .02 .00 . 00 .46 .10
13 0 12 163.85 .01 .00 .00 .46 . 10
15 12 14 163.85 . 01 . 00 .00 .46 . 10
17 14 16 27.55 .02 . 00 .00 . 18 . 03
19 2 18 182.70 . 02 .00 .00 .38 . 06
21 18 20 182.70 .03 .00 .00 .52 . 13
23 0 22 182.70 .01 .00 .00 .52 . 13
25 14 24 136.30 .06 .00 . 00 .39 .07
27 22 26 155.15 .11 .00 .00 .44 .09
29 26 28 37.70 .00 .00 .00 .11 . 01
31 26 30 84.10 .01 .00 .00 .24 .03
33 24 30 108.75 .06 .00 . 00 .31 . 05
35 30 31 51.05 .01 .00 . 00 .14 . 01
37 30 32 114.25 . 04 . 00 .00 .32 . 05
39 31 33 51.05 .07 . 00 .00 .33 . 09
41 32 36 63.50 . 04 .00 .00 .41 . 13
43 36 38 12.75 .00 .00 .00 .08 .01
45 33 38 19.15 .01 .00 .00 .12 . 01
47 33 34 31. 90 .01 . 00 . 00 .20 .04
JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE
2 .00 429.82 148.00 122.12
4 . 00 429.80 165.00 114.75
6 . 00 429.67 170.00 112.52
8 . 00 429.51 165.00 114.62
10 . 00 429.50 128.00 130.65
12 .00 329.99 128.00 87.53
14 .00 329.99 128.00 87.53
16 27.55 329.97 128.00 87.52
18 .00 429.80 133.00 128.61
20 .00 429.78 122.00 133.37
22 27.55 329.99 122.00 90.13
24 27.55 329.93 112.00 94.44
*A negative value for flowrate, velocity and headloss indicates that the flow is going in the opposite direction from the
ways the nodes were input (i.e. from Node 30 to 24 instead of from Node 24 to 30).
Quarry Creek Water System Analysis
Job Number: 691-010
March 26, 2015
File: 691010A
26 33. 35 329. 88 120 .00 90. 95
28 37 .70 329. 88 130 .00 86. 61
30 27 . 55 329. 87 118 .00 91. 81
31 . 00 329. 87 106 . 00 97. 01
32 50.75 329. 83 124 .00 89. 19
33 .00 329. 79 114 .00 93. 51
34 31.90 329. 79 116 .00 92. 64
36 50.75 329. 79 130 .00 86. 58
38 31. 90 329. 79 160 .00 73. 57
SYSTEM DEMAND 346 55
OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES
PIPE NUMBER
1
FLOWRATE
346.55
THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 346.55
THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00
*A negative value for flowrate, velocity and headloss indicates that the flow is going in the opposite direction from the
ways the nodes were input (i.e. from Node 30 to 24 instead of from Node 24 to 30).
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LEGEND
EXISTING 446 ZONE WATER LINE
PROPOSED 446 ZONE WATER LINE
PROPOSED 330 ZONE WATER LINE
FIRE HYDRANT
(24) COMPUTER MODEL NODE NUMBER
I 8 I COMPUTER MODEL PIPE NUMBER
/
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MARRON ROAD
P-2 ,
CONNECT TO
EXIST. 8" LINE
N
SCALE 1"=400'
EXHIBIT A
NODE AND PIPE DIAGRAM
QUARRY CREEK