The URL can be used to link to this page

Home My WebLink AboutCT 11-01; ROBERTSON RANCH WEST VILLAGE; WATER SYSTEM ANALYSIS; 2011-12-20I I Li I I I I I I I I I I I I 2234 FARADAY AVENUE • CARLSBAD, CA 92008 • (760) 438-4422 I U I DEXTER WILSON ENGINEERING, INC. WATER • WASTEWATER • RECYCLED WATER I CONSULTING ENGINEERS WATER SYSTEM ANALYSIS FOR ROBERTSON RANCH WEST December 20, 2011 o 4t Ak.pbnA. coFESSio CO Ui at No. 51070 * Exp. 0130113 1* P CAI-If Prepared by: Dexter Wilson Engineering, Inc. 2234 Faraday Avenue Carlsbad, CA 92008 RECEIVED MAY 072012 Job No.: 936-001 CITY OF CARLSBAD PLANNING DIVISION I I I I I I I I I I I U I I I I I I I I DEXTER WILSON ENGINEERING, INC. DEXTER S. WILSON, P.E. ANDREW M. OVEN, P.E. I STEPHEN M. NIELSEN, P.E. DIANE H. SHAUGHNESSY, P.E. I NATALIE J. FRASCHETTI, P.E. December 20, 2011 936-001 I Shapell Homes, Inc. 8383 Wilshire Blvd., Suite 700 Beverly Hills, CA 90211 Attention: Erik Pfahler, Vice President I Subject: Robertson Ranch West Water System Analysis Introduction This letter-report summarizes our evaluation of the water system that will serve the proposed western portion (Planning Areas 1-11) of the Robertson Ranch project. The I project is located along the north side of El Camino Real, just east of Tamarack Avenue. Figure 1 provides a location map for the project. The proposed land use for the project includes single family and multi-family residential, I commercial, park, and open space areas. The project area is within the Carlsbad Municipal Water District (CMWD) for 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. 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: I 2234 FARADAY AVENUE • CARLSBAD, CA 92008 • (760) 438-4422 • FAX (760) 438-0173 elk 'IV it IA 4 : :. y. AA . 4 1 1 wet ov Pit ago - / I I ROBERTSON RANCH WEST At - - ftft ic 1 r i!rç All- ' - - jr - - r - , EL CAMIJTO REAL N ov lk Lo 41 k 7' I i N TS Erik Pfahler December 20, 2011 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 gpdlunit MF Residential Demand Factor = 250 gpdlunit Commercial Demand Factor = 2,300 gpd]10,000 SF Bldg. 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. Projected 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. I I Li DEXTER WILSON ENGINEERING, INC. PAGE 3 I I [1 I I I 1 I I I I I I I I Erik Pfahler December 20, 2011 I TABLE 1 ROBERTSON RANCH WEST PROJECTED WATER DEMANDS Planning Area Land Use Gross Acres Maximum Dwelling Units Demand Factor Average Demand, gpd 1 SF Residential 8.3 32 550 gpd/unit 17,600 2 RV Storage 0.5 --- 3,000 gpd/ac 1,500 3 SF Residential 17.7 89 550 gpd/unit 48,950 4 Recreation 1.4 --- 3,000 gpd/ac 4,200 5 SF Residential 7.6 24 550 gpd/unit 13,200 6 SF Residential 14.8 65 550 gpd/unit 35,750 7 MF Residential 7.3 110 250 gpd/unit 27,500 8 MF Residential 16.4 260 250 gpd/unit 65,000 9/10 SF Residential 21.9 78 550 gpd/unit 42,900 11 Commercial 14.9 --- 3,000 gpd/ac 44,700 TOTAL 658 301,300 Based on a projected average daily demand of 301,300 gpd, the projected maximum day demand is 497,145 gpd (345 gpm) and the projected peak hour demand is 873,770 gpd (607 I Existing Water System I There are numerous pipelines in several different pressure zones in the vicinity of the project. Figure 2 graphically shows the location of existing facilities in the vicinity of the I project and a brief description by pressure zone is provided below. 490 Zone. The primary supply of water to the area comes from the 490 Zone. The 490 Zone is supplied from the 10 million gallon MaerkléTank which has a base elevation of 490 feet and a high water line of 514 feet. There is a 36-inch,,_diameter 490 Zone transmission line in El Camino Real adjacent to the Robertson Ranch project. The existing 14-inch water line that traverses the project is currently supplied by the 36-inch water line in El Camino I Real. Several lower pressure zones in the area are formed by pressure reducing off the 490 Zone System. DEXTER WILSON ENGINEERING, INC. PAGE 4 I I I I I I I I cyl 44AT rl 446/349 ZONE cl ~PR STATION lit $ Ao tip. W. -, • 4L 19P - - q ROAv> kq Vlk NORMALLY CLOSED VALVE rl / - A LEGEND 490 ZONE / ROBERTSON RANCH WEST -. ZONE 349 ZONE 241 ZONE NTS ID N 48 ZONE i La PR STATION 446/241 ZONE k EL CAMJNO REAL 15 AW 9/ PR STATION 44, /1' FIGURE 2 I I Erik Pfahler I December 20, 2011 446 Zone. The 446 Zone is supplied by the Tap Reservoir located approximately one mile I north of the Robertson Ranch West 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 zone is also supplied by several 490/446 Zone pressure reducing stations. A 490/446 Zone pressure I reducing station is located near the intersection of Kelly Drive and El Camino Real. In Glascow Street near the northern project boundary, a normally closed valve in the 14" I transmission line separates the 490 and 446 Zone systems. The existing homes to the north of the project are served from the 446 Zone. 349 Zone. The 349 Zone is a small area supplied by a 446/349 Zone pressure reducing station in Tamarack Avenue. A 14-inch transmission line is located in Tamarack Avenue I supplying a small service area west of Tamarack Avenue. I 441--Zone. The.-241-Zone is the, CMWD's largest pressure zone, serving the central coastal area of the City. This zone has also been extended to serve areas west and south of the Robertson Ranch project. This pressure zone is formed by several pressure reducing I stations. In the vicinity of the project there are 446[? Zone pressure reducing stations west of Tamarack Avenue and near the intersection of Kelly Drive and El Camino Real. I There is a 12-inch,i'1Zone line in El Camino Real and an 8" line in Tamarack Avenue. I Proposed Water System I / It is proposed to serve the project by expanding the 446 Zone, 349 Zone, and<F' \ Zone systems. To provide adequate redundancy in the 349 Zone, a 446/349 Zone pressure I reducing station is recommended onsite. Figure 3 provides the proposed water system layout and Table 2 summarizes the anticipated static pressures with service from these i zones. I I DEXTER WILSON ENGINEERING, INC. PAGE 6 I Erik Pfahler December 20, 2011 I TABLE 2 ROBERTSON RANCH WEST STATIC PRESSURE SUMMARY Pad Elevation, Ft. Static Pressure, PSI Zone Minimum Maximum Minimum 1Vlaximun 446 157 199 107 125 349 102 168 78 107 67 115 61 81 As shown in Table 2, all lots will receive pressures in the 60 psi to 125 psi range as required by the(MWD. The recommended water, system generally consists of 12-inch lines to serve the multi-family residential and commercial areas with 8-inch lines in the single family I residential areas. The next section of this study discusses the hydraulic modeling to verify the adequacy of the water lines proposed in this study. I Hydraulic Analysis I Analysis using the KYPIPE computer software developed by the University of Kentucky I determined residual pressures throughout the proposed water system. This computer software utilizes the Hazen-Williams equation for determining headloss 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 I connection to the existing 446 Zone. A gradeline of 349 feet was set at the 446/349 pressure reducing station. The system has been designed to provide a minimum residual pressure of I 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. Li I DEXTER WILSON ENGINEERING, INC. PAGE 7 I I I I I H Erik Pfahler December 20, 2011 The results of the computer analysis indicate that adequate 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. 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 Cannon Road and El Camino Real. The Carlsbad Municipal Water District is in the process of updating their recycled water master plan. The most recent master plan was prepared in 1997 by Carrollo Engineers. This document was supplemented by the MayC20007 Encina Basin Recycled Water Distribution System study. The 1997 study identified a 20-inch(384pressurezone pipeline in El Camino Real west of Cannon Road that could be potentially used for recycled water. The May 2000 study did not identify this section of piping as part of the ultimate recycled water distribution system. The (CMWD1 draftc2012R6yledWater Master Plan requires a 12-inch line in El Camino Real from Cannon Road to Kelly Drive and an 8-inch line from Kelly Drive to Tamarack Avenue. In keeping with the CMWD1 and 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. The major potential use areas within the project are the recreation site and common areas of the commercial and mutli-family sites. Figure 4 provides the proposed onsite recycled water facilities for the project. I I 1 I DEXTER WILSON ENGINEERING, INC. PAGE 8 I I I Li I I I I [1 LI I I I I I I I I 1 I I I I I I I I I 1 I I Erik Pfahler December 20, 2011 Conclusions Water service can be provided to the Robertson Ranch West project by the Carlsbad Municipal Water District. Water service is proposed to be provided by expanding the existing 446 Zone, 349 Zone, and-241 Zone systems, including construction of a new 446/349 Zone pressure reducing station. Figure 3 provides the proposed water system layout for the project Recycled water can be supplied Py the 384 pressure zone system If you have any questions on the information contained herein, please let us know. Dexter Wilson Engineering, Inc. Stephen M. Nielsen SMN:pjs DEXTER WILSON ENGINEERING, INC. PAGE 9 / PA EXISTING 14" T\ O 1 PROPOSED 446/349 BE ABANDONED ZONE PR STATION PA6'\ PA 10 -S 12" a PA 11 I- c'.1 / , / SCALE: 1" = 400' / N FIGURE 3 I PROPOSED WATER SYSTEM k I LEGEND I EXISTING 490 ZONE EXISTING 446 ZONE NOTE: ALL PIPELINES ARE RECOMMENDED AS 8—INCH UNLESS OTHERWISE NOTED. PROPOSED 446 ZONE — — — EXISTING 349 ZONE CONNECT TO EXISTING 14" WATER GATESHEAD CONNECT TO EXISTING 8" WATER 0 PROPOSED 349 ZONE EXISTING 241 ZONE PROPOSED 241 ZONE 16"(12") SIZE REQUIRED (SIZE REQUIRED FOR PROJECT ONLY) ,—CONNECT TO ' ....' PA CONNECT TO / EXISTING 14" loe EXISTING 8" LINE Ai -21 A PA 1 EXISTING 14" CS1 lb PA 3 WATER TOBE ABANDONED % 72" L_16 .11 PA NORMALLY CLOSED VALVE 6" 490/441 ZONE / PR STATION —.---. 4 /241 ZONE EL CA MINO REAL - PR STATION a It SCALE: 1" = 400' LEGEND - PROPOSED 384 ZONE RECYCLED WATER LINE I POTENTIAL RECYCLED WATER USE AREA 12"(8") SIZE REQUIRED (SIZE REQUIRED FOR PROJECT ONLY) NOTES: IN ADDITION TO THE AREAS SHOWN, RECYCLED WATER WILL BE USED FOR MASTER STREET PARKWAY LANDSCAPING AND THE COMMON AREAS OF RECREATION, COMMERCIAL, AND MULTI—FAMILY SITES. PRECISE LOCATION OF USE AREAS AND SIZING OF RECYCLED WATER LINES WILL BE DETERMINED BY THE PROJECT LANDSCAPE ARCHITECT. GATESHEAD PA 5 PA 6 PA 8 6* 6" PA 3 Go PA 11 PA ELCAMINO REAL FIGURE 4 PROPOSED RECYCLED WATER SYSTEM I i1 APPENDIX A COMPUTER MODELING OUTPUT I I I n I I I I 1 I I I I I I I P I I I The following conditions were modeled: 1. Average Day Demands. I 2. Maximum Day Demands plus 1,500 gpm at node 8. I 3. Maximum Day Demands plus 1,500 gpm at node 18. I 4. Maximum Day Demands plus 3,000 gpm split between nodes 112 and 114. I 5. Maximum Day Demands plus 4,000 gpm split between nodes 106 and 108. I 6. Maximum Day Demands plus 1,500 gpm at node 110. 7. Peak Hour Demands. I I I I I I I I I I I I I D 11 D.-..-.-.h UT ,-f ,.+.-..-., A .-.1...-. LOUL L)Jj1 1\c11I11 VY ¼...L VV U1Cd 3y3Lc1I1 1-11aLy1 I I Cl I1 1 /1 1 I UI L I/ II FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS THERE IS A PRV AT JUNCTION 12 FOR LINE 101 SET AT A GRADE OF 349.00 PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE (FEET) (INCHES) 1 0 2 300.0 14.0 120.0 .00 430.00 2 4 950.0 8.0 120.0 .00 3 5 4 6 550.0 8.0 120.0 .00 7 6 8 700.0 8.0 120.0 .00 8 8 10 400.0 8.0 120.0 .00 9 6 9 280.0 8.0 120.0 .00 11 9 10 800.0 8.0 120.0 .00 13 9 12 250.0 8.0 120.0 .00 12 14 1300.0 12.0 120.0 .00 15 17 14 16 850.0 12.0 120.0 .00 19 16 18 175.0 12.0 120.0 .00 21 18 20 1150.0 12.0 120.0 .00 23 20 22 250.0 12.0 120.0 .00 25 22 24 6500 8.0 120.0 .00 27 24 26 250.0 8.0 120.0 .00 29 31 20 26 26 28 550.0 1700.0 12.0 12.0 120.0 120.0 .00 .00 33 2 28 400.0 14.0 120.0 .00 101 12 100 200.0 12.0 120.0 .00 100 102 550.0 8.0 120.0 .00 103 105 102 104 500.0 8.0 120.0 .00 107 100 104 600.0 12.0 120.0 .00 109 104 106 600.0 12.0 120.0 .00 111 106 108 450.0 12.0 120.0 .00 113 106 110 700.0 8.0 120.0 .00 115 106 112 650.0 12.0 120.0 .00 117 112 114 350.0 8.0 120.0 .00 U 119 112 116 380.0 12.0 120.0 .00 121 116 118 800.0 12.0 120.0 .00 123 118 120 275.0 12.0 120.0 .00 125 120 122 275.0 12.0 120.0 .00 127 122 124 275.0 12.0 120.0 .00 129 118 126 1300.0 8.0 120.0 .00 124 126 275.0 12.0 120.0 .00 131 133 128 126 800.0 12.0 120.0 .00 135 0 128 2700.0 14.0 120.0 .00 349.00 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 2 10.00 190.00 1 3 33 4 10.00 199.00 3 5 I I Rchertson Ranch West Water System Analysis 1 f\ /IN 1 /1 1 I 'if L I I I I 6 7.00 170.00 5 7 9 8 6.00 181.00 7 8 9 7.00 158.00 9 11 13 10 6.00 167.00 8 11 12 6.00 135.00 13 15 101 14 .00 125.00 15 17 16 8.00 164.00 17 19 18 8.00 168.00 19 21 20 6.00 163.00 21 23 29 22 5.00 154.00 23 25 24 6.00 175.00 25 27 26 8.00 182.00 27 29 31 28 7.00 190.00 31 33 100 14.00 135.00 101 103 107 102 7.00 132.00 103 105 104 7.00 116.00 105 107 109 106 6.00 124.00 109 111 113 115 108 12.00 104.00 111 110 5.00 155.00 113 112 5.00 112.00 115 117 119 114 20.00 130.00 117 116 16.00 108.00 119 121 118 16.00 140.00 121 123 129 120 7.00 150.00 123 125 122 5.00 160.00 125 127 124 5.00 168.00 127 131 126 6.00 164.00 129 131 133 128 .00 70.00 133 135 OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS MULTIPLE SUPPLY ZONES ZONE NO. 1 IS SUPPLIED THROUGH THESE PIPES: 101 135 THIS SYSTEM HAS 36 PIPES WITH 30 JUNCTIONS , 5 LOOPS AND 3 FGNS I 1 I I I I I 1 I I I I I I I I I D D I+ . A 1. i'.uui 3UII aiii vv c.t vv aici JycI11 1! 1-taiyt 1JIL1/ II THE RESULTS ARE OBTAINED AFTER 8 TRIALS WITH AN ACCURACY = .00342 ROBERTSON RANCH WEST WATER SYSTEM ANALYSIS 936001B AVERAGE DAY DEMANDS PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 1 D 2 183.64 .02 .00 .00 .38 .06 3 2 4 61.18 .11 .00 .00 .39 .12 5 4 6 51.18 .05 .00 .00 .33 .09 7 6 8 15.31 .01 .00 .00 .10 .01 8 8 10 9.31 .00 .00 .00 .06 .00 9 6 9 28.87 .01 .00 .00 .18 .03 11 9 10 -3.31 .00 .00 .00 -.02 .00 13 9 12 25.18 .01 .00 .00 .16 .02 15 12 14 -64.46 -.02 .00 .00 -.18 -.02 17 14 16 -64.46 -.02 .00 .00 -.18 -.02 19 16 18 -72.46 .00 .00 .00 -.21 -.02 21 18 20 -80.46 -.03 .00 .00 -.23 -.03 23 20 22 -12.51 .00 .00 .00 -.04 .00 25 22 24 -17.51 -.01 .00 .00 -.11 -.01 27 24 26 -23.51 -.01 .00 .00 -.15 -.02 29 20 26 -73.95 -.01 .00 .00 -.21 -.02 31 26 28 -105.46 -.08 .00 .00 -.30 -.05 33 2 28 112.46 .01 .00 .00 .23 .02 101 0 100 83.64 .01 .00 .00 .24 .03 103 100 102 16.47 .01 .00 .00 .11 .01 105 102 104 9.47 .00 .00 .00 .06 .00 107 100 104 53.17 .01 .00 .00 .15 .01 109 104 106 55.64 .01 .00 .00 .16 .01 111 106 108 12.00 .00 .00 .00 .03 .00 113 106 110 5.00 .00 .00 .00 .03 .00 115 106 112 32.64 .00 .00 .00 .09 .01 117 112 114 20.00 .01 .00 .00 .13 .02 119 112 116 7.64 .00 .00 .00 .02 .00 121 116 118 -8.36 .00 .00 .00 -.02 .00 123 118 120 -16.19 .00 .00 .00 -.05 .00 125 120 122 -23.19 .00 .00 .00 -.07 .00 127 122 124 -28.19 .00 .00 .00 -.08 .00 129 118 126 -8.16 .00 .00 .00 -.05 .00 131 124 126 -33.19 .00 .00 .00 -.09 -.01 133 128 126 47.36 .01 .00 .00 .13 .01 135 0 128 47.36 .01 .00 .00 .10 .00 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 2 10.00 429.98 190.00 103.99 4 10.00 429.87 199.00 100.04 6 7.00 429.82 170.00 112.59 8 6.00 429.81 181.00 107.82 9 7.00 429.81 158.00 117.79 10 6.00 429.81 167.00 113.89 12 6.00 429.81 135.00 127.75 14 .00 429.83 125.00 132.09 16 8.00 429.85 164.00 115.20 18 8.00 429.85 168.00 113.47 I I I I I I I I I I I I I I I I I I 1 I I I I I I I Robertson P \XT i.cuiti vv + T.-+- System A Water ri11a1yI 20 6.00 429.88 163.00 115.65 22 5.00 429.88 154.00 119.55 24 6.00 429.89 175.00 110.45 26 8.00 429.89 182.00 107.42 28 7.00 429.97 190.00 103.99 100 14.00 348.99 135.00 92.73 102 7.00 348.99 132.00 94.03 104 7.00 348.99 116.00 100.96 106 6.00 348.98 124.00 97.49 108 12.00 348.98 104.00 106.16 110 5.00 348.98 155.00 84.06 112 5.00 348.97 112.00 102.69 114 20.00 348.97 130.00 94.89 116 16.00 348.97 108.00 104.42 118 16.00 348.97 140.00 90.56 120 7.00 348.98 150.00 86.22 122 5.00 348.98 160.00 81.89 124 5.00 348.98 168.00 78.42 126 6.00 348.98 164.00 80.16 128 .00 348.99 70.00 120.89 THE NET SYSTEM DEMAND = 231.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLONRATE 1 183.64 135 47.36 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 231.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00 I I I I I I I I I I I 1 (\f'% 1 /1 1 I 'ilL 1/11 I 1 __ A IOVe1wuti 1\.dfleiu West Water ysIeI11 1-Iid1yI A SUMMARY OF CONDITIONS SPECIFIED FOR THE NEXT SIMULATION FOLLOWS I r 101 /1 I lU/LI/I I THE DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR = 1.65 THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE JUNCTION NUMBER DEMAND 8 1510.00 THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY = .00310 MAXIMUM DAY DEMANDS PLUS 1500 GPM FIRE FLOW AT NODE 8 PIPE NO. NODE NOS. FLONRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 I 1 0 2 1803.12 1.24 .00 .00 3.76 4.14 3 2 4 771.40 12.45 .00 .00 4.92 13.10 5 4 6 754.90 6.92 .00 .00 4.82 12.59 I 7 6 8 865.75 11.36 .00 .00 5.53 16.22 8 8 10 -644.25 -3.75 .00 .00 -4.11 -9.39 9 6 9 -122.40 -.12 .00 .00 -.78 -.43 9 10 654.15 7.72 .00 .00 4.18 9.65 I ll 13 9 12 -788.10 -3.41 .00 .00 -5.03 -13.63 15 12 14 -936.01 -3.38 .00 .00 -2.66 -2.60 17 14 16 -936.01 -2.21 .00 .00 -2.66 -2.60 I 19 16 18 -949.21 -.47 .00 .00 -2.69 -2.67 21 18 20 -962.41 -3.15 .00 .00 -2.73 -2.74 23 20 22 -191.31 -.03 .00 .00 -.54 -.14 25 22 24 -199.56 -.70 .00 .00 -1.27 -1.07 I 27 24 26 -209.46 -.29 .00 .00 -1.34 -1.17 29 20 26 -781.00 -1.02 .00 .00 -2.22 -1.86 31 26 28 -1003.66 -5.03 .00 .00 -2.85 -2.96 33 2 28 1015.21 .57 .00 .00 2.12 1.43 I 1 01 0 100 138.02 .02 .00 .00 .39 .08 103 100 102 27.18 .01 .00 .00 .17 .03 105 102 104 15.63 .00 .00 .00 I 107 100 104 87.73 .02 .00 .00 .25 .03 109 104 106 91.82 .02 .00 .00 .26 .04 111 106 108 19.80 .00 .00 .00 .06 .00 113 106 110 8.25 .00 .00 .00 .05 .00 I 115 106 112 53.87 .01 .00 .00 .15 .01 117 112 114 33.00 .01 .00 .00 .21 .04 119 112 116 12.62 .00 .00 .00 .04 .00 I 121 116 118 -13.78 .00 .00 .00 -.04 .00 123 118 120 -26.75 .00 .00 .00 -.08 .00 125 120 122 -38.30 .00 .00 .00 -.11 -.01 127 122 124 -46.55 .00 .00 .00 -.13 -.01 I 129 118 126 -13.43 -.01 .00 .00 -.09 -.01 131 124 126 -54.80 .00 .00 .00 -.16 -.01 133 128 126 78.13 .02 .00 .00 .22 .03 1 135 0 128 78.13 .03 .00 .00 .16 .01 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE I I I I I I I I I I I I I I I I I I I Robertson Ranch West VvTater System Anaiysis 2 16.50 428.76 190.00 103.46 4 16.50 416.31 199.00 94.17 6 11.55 409.39 170.00 103.74 8 1510.00 398.03 181.00 94.05 9 11.55 409.51 158.00 108.99 10 9.90 401.79 167.00 101.74 12 9.90 412.92 135.00 120.43 14 00 416.30 125.00 126.23 16 13.20 418.51 164.00 110.29 18 13.20 418.98 168.00 108.76 20 9.90 422.13 163.00 112.29 22 8.25 422.17 154.00 116.20 24 9.90 422.86 175.00 107.41 26 13.20 423.15 182.00 104.50 28 11.55 428.19 190.00 103.21 100 23.10 348.98 135.00 92.73 102 11.55 34897 132.00 94.02 104 11.55 348.97 116.00 100.95 106 9.90 348.94 124.00 97.48 108 19.80 348.94 104.00 106.14 110 8.25 348.94 155.00 84.04 112 8.25 348.94 112.00 102.67 114 33.00 348.92 130.00 94.87 116 26.40 348.94 108.00 104.41 118 26.40 348.94 140.00 90.54 120 11.55 348.94 150.00 86.21 122 8.25 348.94 160.00 81.87 124 8.25 348.94 168.00 78.41 126 9.90 348.95 164.00 80.14 128 .00 348.97 70.00 120.89 THE NET SYSTEM DEMAND = 1881.25 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER ELOWRATE 1 1803.12 135 78.13 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 1881.25 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00 lu/LI/Il D D ' A .....L 1 (\/' 1 /1 1 I\.'.JULI L'J11 t\.CLII'..'Li VY L.1 VY QLC& .) L11I r-1.ita1yt I JIL 1/ 1 1 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 18 1513.00 THE RESULTS ARE OBTAINED AFTER 5 TRIALS WITH AN ACCURACY = .00061 MAXIMUM DAY DEMANDS PLUS 1500 GPM FIRE FLOW AT NODE 18 I I Li I [1 U I PIPE NO. NODE NOS 1 0 2 3 2 4 5 4 6 7 6 8 9 6 9 11 9 10 13 9 12 15 12 14 17 14 16 19 16 18 21 18 20 23 20 22 25 22 24 27 24 26 29 20 26 31 26 28 33 2 28 101 0 100 103 100 102 105 102 104 107 100 104 109 104 106 111 106 108 113 106 110 115 106 112 117 112 114 119 112 116 121 116 118 123 118 120 125 120 122 127 122 124 129 118 126 131 124 126 133 128 126 135 0 128 JUNCTION NUMBER 2 FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 1802.82 1.24 .00 .00 3.76 4.14 558.32 6.84 .00 .00 3.56 7.20 541.82 3.75 .00 .00 3.46 6.81 146.62 .42 .00 .00 .94 .61 383.65 1.01 .00 .00 2.45 3.59 -126.82 -.37 .00 .00 -.81 -.46 498.92 1.46 .00 .00 3.18 5.85 351.00 .55 .00 .00 1.00 .42 351.00 .36 .00 .00 1.00 .42 337.80 .07 .00 .00 .96 .39 -1175.20 -4.56 .00 .00 -333 -3.97 -235.03 -.05 .00 .00 -.67 -.20 -243.28 -1.00 .00 00 -1.55 -1.55 -253.18 -.42 .00 .00 -1.62 -1.66 -950.06 -1.47 .00 .00 -2.69 -2.67 -1216.45 -7.19 .00 .00 -3.45 -4.23 1228.00 .81 .00 .00 2.56 2.03 138.02 .02 .00 .00 .39 .08 27.18 .01 .00 .00 .17 .03 15.63 .00 .00 .00 .10 .01 87.73 .02 .00 .00 .25 .03 91.82 .02 .00 .00 .26 .04 19.80 .00 .00 .00 .06 .00 8.25 .00 .00 .00 .05 .00 53.87 .01 .00 .00 .15 .01 33.00 .01 .00 .00 .21 .04 12.62 .00 .00 .00 .04 .00 -13.78 .00 .00 .00 -.04 .00 -26.75 .00 .00 .00 -.08 .00 -38.30 .00 .00 .00 -.11 -.01 -46.55 .00 .00 .00 -.13 -.01 -13.43 -.01 .00 .00 -.09 -.01 -54.80 .00 .00 .00 -.16 -.01 78.13 .02 .00 .00 .22 .03 78.13 .03 .00 .00 .16 .01 DEMAND GRADE LINE ELEVATION PRESSURE 16.50 428.76 190.00 103.46 I I I I I I I I I I I Robertson Ranch West Water System Analysis 10/21/l1 4 16.50 421.92 199.00 96.60 6 11.55 418.17 170.00 107.54 8 9.90 417.75 181.00 102.59 9 11.55 417.17 158.00 112.31 10 9.90 417.54 167.00 108.57 12 9.90 415.71 135.00 121.64 14 .00 415.16 125.00 125.73 16 13.20 414.80 164.00 108.68 18 1513.00 414.73 168.00 106.92 20 9.90 419.29 163.00 111.06 22 8.25 419.34 154.00 114.98 24 9.90 420.34 175.00 106.32 26 13.20 420.76 182.00 103.46 28 11.55 427.95 190.00 103.11 100 23.10 348.98 135.00 92.73 102 11.55 348.97 132.00 94.02 104 11.55 348.97 116.00 100.95 106 9.90 348.94 124.00 97.48 108 19.80 348.94 104.00 106.14 110 8.25 348.94 155.00 84.04 112 8.25 348.94 112.00 102.67 114 33.00 348.92 130.00 94.87 116 26.40 348.94 108.00 104.41 118 26.40 348.94 140.00 90.54 120 11.55 348.94 150.00 86.21 122 8.25 348.94 160.00 81.87 124 8.25 348.94 168.00 78.41 126 9.90 348.95 164.00 80.14 128 .00 348.97 70.00 120.89 THE NET SYSTEM DEMAND = 1880.95 SUMMARY OF INFLOWS(±) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 1802.82 135 78.13 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 1880.95 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00 Li p p \AT-# C' ,-.-. A ..-.1. ,. 1 ( I 1 /1 1 is.ctii..ii vv A xle s+ ai.i r1ia1y1 I kilL 1/ E I 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 112 1508.00 114 1533.00 THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY = .00021 MAXIMUM DAY DEMANDS PLUS 3000 GPM FIRE FLOW SPLIT BETWEEN NODES 112 AND 114 PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 1 0 2 2100.48 1.65 .00 .00 4.38 5.49 3 2 4 791.12 13.04 .00 .00 5.05 13.73 5 4 6 774.62 7.26 .00 .00 4.94 13.20 7 6 8 207.74 .81 .00 .00 1.33 1.15 8 8 10 197.84 .42 .00 .00 1.26 1.05 9 6 9 555.33 2.00 .00 .00 3.54 7.13 11 9 10 -187.94 -.77 .00 .00 -1.20 -.96 13 9 12 731.72 2.97 .00 .00 4.67 11.88 15 12 14 -1213.66 -5.47 .00 .00 -3.44 -4.21 17 14 16 -1213.66 -3.58 .00 .00 -3.44 -4.21 19 16 18 -1226.86 -.75 .00 .00 -3.48 -4.29 21 18 20 -1240.06 -5.04 .00 .00 -3.52 -4.38 23 20 22 -248.36 -.06 .00 .00 -.70 -.22 25 22 24 -256.61 -1.11 .00 .00 -1.64 -1.71 27 24 26 -266.51 -.46 .00 .00 -1.70 -1.83 29 20 26 -1001.60 -1.62 .00 .00 -2.84 -2.95 31 26 28 -1281.31 -7.91 .00 .00 -3.63 -4.65 33 2 28 1292.86 .89 .00 .00 2.69 2.23 101 0 100 1935.47 2.00 .00 .00 5.49 9.99 103 100 102 392.34 2.06 .00 .00 2.50 3.75 105 102 104 380.79 1.77 .00 .00 2.43 3.54 107 100 104 1520.03 3.83 .00 .00 431 6.39 109 104 106 1889.27 5.73 .00 .00 5.36 9.55 111 106 108 19.80 .00 .00 .00 .06 .00 113 106 110 8.25 .00 .00 .00 .05 .00 115 106 112 1851.32 5.98 .00 .00 5.25 9.20 117 112 114 1533.00 16.36 .00 .00 9.78 46.74 119 112 116 -118968 -1.54 .00 .00 -3.37 -4.06 121 116 118 -1216.08 -3.38 .00 .00 -3.45 -4.23 123 118 120 -941.56 -.72 .00 .00 -2.67 -2.63 125 120 122 -953.11 -.74 .00 .00 -2.70 -2.69 127 122 124 -961.36 -.75 .00 .00 -2.73 -2.73 129 118 126 -300.92 -2.98 .00 .00 -1.92 -2.29 131 124 126 -969.61 -.76 .00 .00 -2.75 -2.78 133 128 126 1280.43 3.72 .00 .00 3.63 4.65 135 0 128 1280.43 5.92 .00 .00 2.67 2.19 I I I I I I I I I I I 1 (\ -I /1 1 I 'JIL 1/I I T) .-.L..... Ranch 7_.-.- T.-......- Sy A 1....2-. 1\'.JUI1U1t raI1I,1i vy 1 VV 1LCI Dy1CltI iiiyt JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 2 16.50 428.35 190.00 103.29 4 16.50 415.31 199.00 93.74 6 11.55 408.05 170.00 103.16 8 9.90 407.24 181.00 98.04 9 11.55 406.05 158.00 107.49 10 9.90 406.82 167.00 103.92 12 9.90 403.08 135.00 116.17 14 .00 408.56 125.00 122.87 16 13.20 412.14 164.00 107.53 18 13.20 412.89 168.00 106.12 20 9.90 417.92 163.00 110.47 22 8.25 417.98 154.00 114.39 24 9.90 419.09 175.00 105.77 26 13.20 419.55 182.00 102.94 28 11.55 427.46 190.00 102.90 100 23.10 347.00 135.00 91.87 102 11.55 344.94 132.00 92.27 104 11.55 343.17 116.00 98.44 106 9.90 337.44 124.00 92.49 108 19.80 337.44 104.00 101.16 110 8.25 337.43 155.00 79.06 112 1508.00 331.46 112.00 95.10 114 1533.00 315.10 130.00 80.21 116 26.40 333.00 108.00 97.50 118 26.40 336.38 140.00 85.10 120 11.55 337.10 150.00 81.08 122 8.25 337.84 160.00 77.06 124 8.25 338.59 168.00 73.92 126 9.90 339.36 164.00 75.99 128 .00 343.08 70.00 118.33 THE NET SYSTEM DEMAND = 3380.90 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLONRATE 1 2100.48 135 1280.43 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 3380.90 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00 I I Robertson Ranch West Water System Analysis 1 0/21 / ii 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 2010.00 108 2020.00 THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY = .00001 MAXIMUM DAY DEMAND PLUS 4000 GPM FIRE FLOW SPLIT BETWEEN NODES 106 AND 108 PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 1 0 2 2988.55 3.16 .00 .00 6.23 10.54 3 2 4 1131.96 25.32 .00 .00 7.22 26.65 5 4 6 1115.46 14.27 .00 .00 7.12 25.94 7 6 8 297.19 1.57 .00 .00 1.90 2.24 8 8 10 287.29 .84 .00 .00 1.83 2.10 9 6 9 806.73 3.99 .00 .00 5.15 14.23 11 9 10 -277.39 -1.58 .00 .00 -1.77 -1.97 13 9 12 1072.56 6.03 .00 .00 6.85 24.12 15 12 14 -1760.88 -10.90 .00 .00 -4.99 -8.39 17 14 16 -1760.88 -7.13 .00 .00 -4.99 -8.39 19 16 18 -1774.08 -1.49 .00 .00 -5.03 -8.50 21 18 20 -1787.28 -9.91 .00 .00 -5.07 -8.62 23 20 22 -360.80 -.11 .00 .00 -1.02 -.45 25 22 24 -369.05 -2.17 .00 .00 -2.36 -3.34 27 24 26 -378.95 -.88 .00 .00 -2.42 -3.51 29 20 26 -1436.38 -3.16 .00 .00 -4.07 -5.75 31 26 28 -1828.53 -15.29 .00 .00 -5.19 -8.99 33 2 28 1840.08 1.72 .00 .00 3.83 4.29 101 0 100 2823.55 4.02 .00 .00 8.01 20.11 103 100 102 572.53 4.15 .00 .00 3.65 7.54 105 102 104 560.98 3.63 .00 .00 3.58 7.26 107 100 104 2227.92 7.78 .00 .00 6.32 12.97 109 104 106 2777.35 11.70 .00 .00 7.88 19.50 111 106 108 2020.00 4.87 .00 .00 5.73 10.81 113 106 110 8.25 .00 .00 .00 .05 .00 115 106 112 -1260.90 -2.94 .00 .00 -3.58 -4.52 117 112 114 33.00 .01 .00 .00 .21 .04 119 112 116 -1302.15 -1.82 .00 .00 -3.69 -4.80 121 116 118 -1328.55 -3.98 .00 .00 -3.77 -4.98 123 118 120 -1027.12 -.85 .00 .00 -2.91 -3.09 125 120 122 -1038.67 -.87 .00 .00 -2.95 -3.16 127 122 124 -1046.92 -.88 .00 .00 -2.97 -3.20 129 118 126 -327.83 -3.49 .00 .00 -2.09 -2.69 131 124 126 -1055.17 -.89 .00 .00 -2.99 -3.25 133 128 126 1392.90 4.35 .00 .00 3.95 5.43 135 0 128 1392.90 6.92 .00 .00 2.90 2.56 [1 I I I I I I I 1 L I Robertson Ranch West Water System Analysis I JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 2 16.50 426.84 190.00 102.63 4 16.50 401.51 199.00 87.76 6 11.55 387.25 170.00 94.14 I 8 9.90 385.68 181.00 88.69 9 11.55 383.26 158.00 97.61 10 9.90 384.84 167.00 94.40 I 12 9.90 377.23 135.00 104.97 14 .00 388.14 125.00 114.03 16 13.20 395.26 164.00 100.21 18 13.20 396.75 168.00 99.13 I 20 9.90 406.67 163.00 105.59 22 8.25 406.78 154.00 109.54 24 9.90 408.95 175.00 101.38 I 26 13.20 409.83 182.00 98.73 28 11.55 425.12 190.00 101.88 100 23.10 344.98 135.00 90.99 102 11.55 340.83 132.00 90.49 I 104 11.55 337.20 116.00 95.85 106 2010.00 325.50 124.00 87.32 108 2020.00 320.63 104.00 93.87 110 8.25 325.49 155.00 73.88 I 112 8.25 328.43 112.00 93.79 114 33.00 328.42 130.00 85.98 I 116 118 26.40 26.40 330.26 334.24 108.00 140.00 96.31 84.17 120 11.55 335.09 150.00 80.20 122 8.25 335.96 160.00 76.25 124 8.25 336.84 168.00 73.16 I 126 9.90 337.73 164.00 75.28 128 .00 342.08 70.00 117.90 THE NET SYSTEM DEMAND = 4381.45 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES I PIPE NUMBER FLONRATE 1 2988.55 135 1392.90 I THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 4381.45 I 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 I THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE JUNCTION NUMBER DEMAND 1 110 1508.00 1 ()/') 1 /1 1 IV/ L. I I I I THE RESULTS ARE OBTAINED AFTER 2 TRIALS WITH AN ACCURACY = .00045 I I I I I I I I I I I I I I I I I I I Robertson Ranch West Water System Analysis I I\ in i ii i I UI L 1/ 11 MAXIMUM DAY DEMANDS PLUS 1500 GPM FIRE FLOW AT NODE 110 PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 1 0 2 1305.02 .68 .00 .00 2.72 2.27 3 2 4 485.81 5.29 .00 .00 3.10 5.56 5 4 6 469.31 2.87 .00 .00 3.00 5.22 7 6 8 127.56 .33 .00 .00 .81 .47 8 8 10 117.66 .16 .00 .00 .75 .40 9 6 9 330.19 .76 .00 .00 2.11 2.72 11 9 10 -107.76 -27 .00 .00 -.69 -.34 13 9 12 426.41 1.09 .00 .00 2.72 4.37 15 12 14 -723.51 -2.10 .00 .00 -2.05 -1.62 19 16 18 -736.71 -.29 .00 .00 -2.09 -1.67 21 18 20 -749.91 -1.98 .00 .00 -2.13 -1.73 23 20 22 -147.64 -.02 .00 .00 -.42 -.09 25 22 24 -155.89 -.44 .00 .00 -.99 -.68 27 24 26 -165.79 -.19 .00 .00 -1.06 -.76 29 20 26 -612.17 -.65 .00 .00 -1.74 -1.19 31 26 28 -791.17 -3.24 .00 .00 -2.24 -1.91 33 2 28 802.72 .37 .00 .00 1.67 .92 101 0 100 1140.02 .75 .00 .00 3.23 3.75 103 100 102 230.94 .77 .00 .00 1.47 1.40 105 102 104 219.39 .64 .00 .00 1.40 1.28 107 100 104 885.98 1.41 .00 .00 2.51 2.35 109 104 106 1093.82 2.08 .00 .00 3.10 3.47 111 106 108 19.80 .00 .00 .00 .06 .00 113 106 110 1508.00 31.74 .00 .00 9.62 45.34 115 106 112 -443.88 -.42 .00 .00 -1.26 -.65 117 112 114 33.00 .01 .00 .00 .21 .04 119 112 116 -485.13 -.29 .00 .00 -1.38 -.77 121 116 118 -511.53 -.68 .00 .00 -1.45 -.85 123 118 120 -405.61 -.15 .00 .00 -1.15 -.55 125 120 122 -417.16 -.16 .00 .00 -1.18 -.58 127 122 124 -425.41 -.17 .00 .00 -1.21 -.60 129 118 126 -132.32 -.65 .00 .00 -.84 -.50 131 124 126 -433.66 -.17 .00 .00 -1.23 -.63 133 128 126 575.88 .85 .00 .00 1.63 1.06 135 0 128 575.88 1.35 .00 .00 1.20 .50 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 2 16.50 429.32 190.00 103.70 4 16.50 424.03 199.00 97.51 6 11.55 421.16 170.00 108.84 8 9.90 420.83 181.00 103.93 9 11.55 420.40 158.00 113.71 10 9.90 420.67 167.00 109.93 12 9.90 419.31 135.00 123.20 14 .00 421.41 125.00 128.44 16 13.20 422.78 16400 112.14 18 13.20 423.07 168.00 110.53 20 9.90 425.06 163.00 113.56 Li Robertson Ranch West Water System Analysis I 22 8.25 425.08 154.00 117.47 24 9.90 425.52 175.00 108.56 26 13.20 425.71 182.00 105.61 I 28 11.55 428.95 190.00 103.54 100 23.10 348.25 135.00 92.41 102 11.55 347.48 132.00 93.37 I 104 106 11.55 9.90 346.84 344.76 116.00 124.00 100.03 95.66 108 19.80 344.76 104.00 104.33 110 1508.00 313.02 155.00 68.47 112 8.25 345.18 112.00 101.05 I 114 33.00 345.17 130.00 93.24 116 26.40 345.47 108.00 102.91 118 26.40 346.15 140.00 89.33 I 120 11.55 346.31 150.00 85.07 122 8.25 346.47 160.00 80.80 124 8.25 346.63 168.00 77.41 126 9.90 346.80 164.00 79.22 I 128 .00 347.65 70.00 120.32 THE NET SYSTEM DEMAND = 1880.90 I SUMMARY FROM FIXED GRADE OF INFLOWS(+) AND OUTFLOWS(-) NODES PIPE NUMBER FLONRATE I 1 1305.02 135 575.88 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 1880.90 I THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00 I 1 (\/') 1 /1 1 I 1)1 L 11 1 1 I I D,-,-, D ,-.h f A -f LU1,- U \AT V ,OL VY YJL.1Y1 1C1J.1. 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 = .00061 PEAK HOUR DEMANDS I PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 1 0 2 532.58 .13 .00 .00 1.11 .43 3 2 4 177.44 .82 .00 .00 1.13 .86 5 4 6 148.44 .34 .00 .00 .95 .62 7 6 8 44.41 .05 .00 .00 .28 .07 8 8 10 27.01 .01 .00 .00 .17 .03 9 6 9 83.73 .06 .00 .00 .53 .21 11 9 10 -9.61 .00 .00 .00 -.06 .00 13 9 12 73.04 .04 .00 .00 .47 .17 15 12 14 -186.94 -.17 .00 .00 -.53 -.13 17 14 16 -186.94 -.11 .00 .00 -.53 -.13 19 16 18 -210.14 -.03 .00 .00 -.60 -.16 21 18 20 -233.34 -.23 .00 .00 -.66 -.20 23 20 22 -36.28 .00 .00 .00 -.10 -.01 25 22 24 -50.78 -.06 .00 .00 -.32 -.08 27 24 26 -68.18 -.04 .00 .00 -.44 -.15 29 20 26 -214.45 -.09 .00 .00 -.61 -.17 31 26 28 -305.84 -.56 .00 .00 -.87 -.33 33 2 28 326.14 .07 .00 .00 .68 .17 101 0 100 242.58 .04 .00 .00 .69 .21 103 100 102 47.78 .04 .00 .00 .30 .08 105 102 104 27.48 .01 .00 .00 .18 .03 107 100 104 154.20 .06 .00 .00 .44 .09 109 104 106 161.38 .06 .00 .00 .46 .10 111 106 108 34.80 .00 .00 .00 .10 .01 113 106 110 14.50 .01 .00 .00 .09 .01 115 106 112 94.68 .02 .00 .00 .27 .04 117 112 114 58.00 .04 .00 .00 .37 .11 119 112 116 22.18 .00 .00 .00 .06 .00 121 116 118 -24.22 .00 .00 .00 -.07 .00 123 118 120 -47.02 .00 .00 .00 -.13 -.01 125 120 122 -67.32 -.01 .00 .00 -.19 -.02 127 122 124 -81.82 -.01 .00 .00 -.23 -.03 129 118 126 -23.61 -.03 .00 .00 -.15 -.02 131 124 126 -96.32 -.01 .00 .00 -.27 -.04 133 128 126 137.32 .06 .00 .00 .39 .07 135 0 128 137.32 .09 .00 .00 .29 .04 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 2 29.00 429.87 190.00 103.94 4 29.00 429.05 199.00 99.69 6 20.30 428.71 170.00 112.11 8 17.40 428.66 181.00 107.32 I 11 I U I I 1 I I I I 1 I I I I I I I I I I 1 I I? \AT f AT+r- Q, A lrr' j_j L)J1l i\aji.ji V V 11 cu..,i jy Si..i ii ri iuiy .,10 9 20.30 428.65 158.00 117.28 10 17.40 428.65 167.00 113.38 12 17.40 428.61 135.00 127.23 14 .00 428.78 125.00 131.64 16 23.20 428.89 164.00 114.79 18 23.20 428.92 168.00 113.07 20 17.40 429.15 163.00 115.33 22 14.50 429.15 154.00 119.23 24 17.40 429.21 175.00 110.16 26 23.20 429.24 182.00 107.14 28 20.30 429.80 190.00 103.91 100 40.60 348.96 135.00 92.71 102 20.30 348.92 132.00 94.00 104 20.30 348.90 116.00 100.92 106 17.40 348.84 124.00 97.43 108 34.80 348.84 104.00 106.10 110 14.50 348.84 155.00 84.00 112 14.50 348.82 112.00 102.62 114 58.00 348.78 130.00 94.80 116 46.40 348.82 108.00 104.35 118 46.40 348.82 140.00 90.49 120 20.30 348.82 150.00 86.16 122 14.50 348.83 160.00 81.83 124 14.50 348.84 168.00 78.36 126 17.40 348.85 164.00 80.10 128 .00 348.91 70.00 120.86 THE NET SYSTEM DEMAND = 669.90 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 532.58 135 137.32 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 669.90 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00 irK,1I11 I 'JI Z. I I I 1 EXISTING 446/349 - I ED ZONE PR STATION I LEGEND 446 ZONE - - - 349 ZONE I 611 PIPE NUMBER NODE NUMBER NOTES: ALL PIPES ARE 8-INCH UNLESS OTHERWISE NOTED. THIS EXHIBIT ONLY SHOWS THE PIPING REQUIRED FOR THE HYDRAULIC MODEL AND NOT ALL PIPING REQUIRED TO BE CONSTRUCTED BY THE PROJECT. (-1 "t • N'2 1~ I I ,,(D H PROPOSED 446/349 ZONE PR STATION rmA / / EL CAMINO REAL SCALE: 1" = 200' DEXTER WILSON ENGINEERING, INC. CONSULTING ENGINEERS 2234 FARADAY AVENUE CARLSBAD, CA 92008 (760) 438-4422 EXHIBIT A NODE AND PIPE DIAGRAM ---------------- Ii