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HomeMy WebLinkAboutCT 11-01; ROBERTSON RANCH WEST VILLAGE; WATER SYSTEM ANALYSIS; 2011-05-13WATER SYSTEM ANALYSIS FOR ROBERTSON RANCH WEST May 13, 2011 Prepared by: Dexter Wilson Engineering, Inc. 2234 Faraday Avenue Carlsbad, CA 92008 Job No.: 936-001 \\\ DEXTER WILSON ENGINEERING, INC. DEXTER S. WILSON, P.E. ANDREW M. OVEN, P.E. STEPHEN M. NIELSEN, P.E. DIANE H. SHAUGHNESSY, P.E. May 13, 2011 936-001 Shapell Homes, Inc. 8383 Wilshire Blvd., Suite 700 Beverly Hills, CA 90211 Attention: Erik Pfahler, Vice President 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 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, commercial, park, and open space areas. The project area is within the Carlsbad Municipal Water District 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: 2234 FARADAY AVENUE • CARLSBAD, CA 92008 • (760) 438-4422 • FAX (760)438-0173 I Erik Pfahler May 13, 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 gpdl10,000 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.Is 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 gpdl10,000 square feet result in a demand factor of approximately 3,000 gpd per gross acre. DEXTER WILSON ENGINEERING, INC. PAGE 3 Erik Pfahler May 13, 2011 TABLE 1 ROBERTSON RANCH WEST PROJECTED WATER DEMANDS Planning Area Land Use Gross Acres Maximum Dwelling - Units - Demand F actor Average Demand, 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 65s 301 3O 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 gpm). Existing Water System 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 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 Maerlde Reservoir which has a base elevation of 490 feet and a high water line of 514 feet. There is a 36-inch 490 Zone transmission line in El Camino Real adjacent to the Robertson Ranch project. Several lower pressure zones in the area are formed by pressure reducing of the 490 Zone System. DEXTER WILSON ENGINEERING, INC. PAGE 4 41 446/342 ZOW /ItPR STA7M '90 I , 4 T £ A. ;J r 4/pyt( 4r WA oh F ROAD GATESHEAD I IT ji / 7, - LECEND 4W Z CK - / ROBERTSON RANCH MST - 446 ZONC / .-----. I 30 ZOM - I I 9 $ 4 - - : t -- 446 ZONE- PRSTA1ON / - 448/255 ZONE - CAMINO REAL PR SIA11ON c nil - , FIGURE 2 ___ EX1S11NG WATER Erik Pfahler May 13, 2011 446 Zone. The 446 Zone is supplied by the Tap Reservoir located approximately one mile 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 reducing station is located near the intersection of Kelly Drive and El Camino Real. From this station, a 14-inch transmission line traverses the Robertson Ranch West project. 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 supplying a small service area west of Tamarack Avenue. 255 Zone. The 255 Zone is the City's largest pressure zone, serving the north costal 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 stations. In the vicinity of the project there are 446/255 Zone pressure reducing stations west of Tamarack Avenue and near the intersection of Kelly Drive and El Camino Real. There is a 12-inch 255 Zone line in El Camino Real. Proposed Water System It is proposed to serve the project by expanding the 446 Zone and 255 Zone systems. To provide adequate redundancy in the 255 Zone, a 446/255 Zone pressure 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 zones. TABLE 2 ROBERTSON RANCH WEST STATIC PRESSURE SUMMARY L'.tiI Elrevatibil, It. I'r.-'i r,. Zone ..--- Minimum Mimüm:. Mniniü M imüth 446 115 199 107 143 255 77t-67 115 61 81 DEXTER WILSON ENGINEERING, INC. PAGE 6 I) Erik Pfahler May 13, 2011 As shown in Table 2, there are some lots in the proposed 446 Zone that will receive maximum static service pressures in excess of 125 psi. The pressures are within the maximum of 150 psi that may be allowed with approval of the City Engineer. 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 residential areas. The next section of this study discusses the hydraulic modeling to verify the adequacy of the water lines proposed in this study. 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 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 connections to the existing 446 Zone. A gradeline of 250 feet was set at the 446/255 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 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 7 I) Erik Pfahler May 13, 2011 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 May 2010 Encina Basin Recycled Water Distribution System study. The 1997 study identified a 20-inch 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. From these studies, it is not clear whether or not the District intends to supply recycled water to this area. In keeping with the City's policy of using recycled water where possible to offset potable water use, it is recommended that purple pipe be installed to the potential use areas within the site. This piping will initially be supplied by the onsite potable water system, but can be converted to recycled use if the District expands the recycled water system in El Camino Real in the future. 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. 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 and 255 Zone systems, including construction of a new 446/255 Zone pressure reducing station. A small area of the proposed 446 Zone service area will have static pressures of up to 143 psi and will require approval by the City Engineer. Figure 3 provides the proposed water system layout for the project. DEXTER WILSON ENGINEERING, INC. PAGE 8 I' Erik Pfahler May 13, 2011 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 / LEGEND I — — — EXISTING 490 ZONE CONNECT TO, I GATESHEAD -c —CONNECT TO - - - EXISTING 446 ZONE EXISTING 14' WATER \ / — EXISTING 8' WATER PROPOSED 44OZONE EXISTING 255 ZONE J - I PROPOSED 255 ZONE / I lk NOTE ALL PIPELINES ARE RECOMMENDED / / ""\—EXIS11NG 14' TO AS 8-INCH UNLESS OTHERWISE NOTED. V BE ABANDONED I I—CONNECT TO /EXISTING 8' WATER I / p / I / . / CONNECT TO b? EXISTING 14 WATER / 12' 12' 12 12' 0 a S 12' \\—PROPOSED 446/255 ZONE PR STATION 490/446 ZONE PR STATION Ile / — - -- - — 446/255 ZONE —I" ' L CONNECT TO EL CAMINO 'A' SCALE: 1- 400' PR STATION CONNECT TO / 111NG 12 WATER EXISTING 12' WATER is FIGURE 3 - PROPOSED WATER SYSTEM SCALE: 1 - 400' LEGEND GATESIIEAD 30 RECYCLED WATER LINE POTENTiAL RECYCLED WATER USE AREA / / / NOTE IN ADDITION TO THE AREAS SHOWN, . RECYCLED WATER WILL BE USED FOR . MASTER STREET PARKWAY LANDSCAPING AND THE COMMON AREAS OF RECREATION. 4 COMMERCIAL AND MULTI-FAMILY SITES. - N 1 .( A - - - - - - - - - - - ELCAMJNOREM POTENTIAL FUTURE RECYCLED WATER LINE BY OTHERS FIGURE 4 / PROPOSED RECYCLED WATER SYSTEM .\ I? APPENDIX A COMPUTER MODELING OUTPUT Si The following conditions were modeled: Average Day Demands. Maximum Day Demands plus 1,500 gpm at node 8. Maximum Day Demands plus 1,500 gpm at node 24. Maximum Day Demands plus 3,000 gpm split between nodes 28 and 30. Maximum Day Demands plus 4,000 gpm split between nodes 100 and 102. Maximum Day Demands plus 3,000 gpm split between nodes 106 and 108. Maximum Day Demands plus 1,500 gpm at node 118. Peak Hour Demands. • •1 Robertson Ranch West Water System Analysis 5/6/2011 FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS THERE IS A PRV AT JUNCTION 18 FOR LINE 101 SET AT A GRADE OF 250.00 THERE IS A PRV AT JUNCTION 50 FOR LINE 115 SET AT A GRADE OF 250.00 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 3 2 4 950.0 8.0 120.0 .00 5 4 6 550.0 8.0 120.0 .00 7 6 8 700.0 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 12 420.0 8.0 120.0 .00 15 12 14 580.0 8.0 120.0 .00 17 12 16 600.0 8.0 120.0 .00 19 14 16 440.0 8.0 120.0 .00 21 16 18 480.0 8.0 120.0 .00 23 18 20 100.0 12.0 120.0 .00 25 20 22 870.0 8.0 120.0 .00 27 22 24 170.0 8.0 120.0 .00 29 24 26 1100.0 8.0 120.0 .00 31 20 28 680.0 12.0 120.0 .00 33 28 30 2000.0 8.0 120.0 .00 35 28 32 380.0 12.0 120.0 .00 37 32 34 760.0 12.0 120.0 .00 39 34 36 1280.0 8.0 120.0 .00 41 34 38 270.0 12.0 120.0 .00 43 38 40 250.0 12.0 120.0 .00 45 40 42 250.0 12.0 120.0 .00 47 36 42 250.0 14.0 120.0 .00 49 42 44 230.0 14.0 120.0 .00 50 34 46 250.0 8.0 120.0 .00 51 44 46 630.0 8.0 120.0 .00 52 46 26 250.0 8.0 120.0 .00 53 44 48 250.0 14.0 120.0 .00 55 48 26 500.0 8.0 120.0 .00 57 2 48 2100.0 14.0 120.0 .00 59 36 50 800.0 14.0 120.0 .00 61 0 50 100.0 14.0 120.0 .00 430.00 101 18 100 150.0 12.0 120.0 .00 103 100 102 500.0 12.0 120.0 .00 105 100 104 650.0 12.0 120.0 .00 107 104 106 370.0 12.0 120.0 .00 109 106 108 450.0 8.0 120.0 .00 111 106 110 500.0 12.0 120.0 .00 113 110 112 2100.0 12.0 120.0 .00 115 50 112 100.0 12.0 120.0 .00 117 112 114 1000.0 12.0 120.0 .00 •! Robertson Ranch West Water System Analysis 5/6/2011 119 114 116 550.0 8.0 120.0 .00 121 116 118 450.0 8.0 120.0 .00 123 118 120 350.0 8.0 120.0 .00 125 112 120 800.0 8.0 120.0 .00 JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 2 10.00 190.00 1 3 57 4 10.00 199.00 3 5 6 5.00 170.00 5 7 9 8 4.00 181.00 7 9 5.00 158.00 9 11 13 10 4.00 167.00 11 12 4.00 135.00 13 15 17 14 4.00 132.00 15 19 16 4.00 115.00 17 19 21 18 .00 110.00 21 23 101 20 6.00 120.00 23 25 31 22 3.00 164.00 25 27 24 4.00 168.00 27 29 26 6.00 161.00 29 52 55 28 25.00 125.00 31 33 35 30 20.00 130.00 33 32 4.00 115.00 35 37 34 5.00 140.00 37 39 41 50 36 6.00 160.00 39 47 59 38 6.00 150.00 41 43 40 6.00 160.00 43 45 42 6.00 166.00 45 47 49 44 6.00 173.00 49 51 53 46 6.00 151.00 50 51 52 48 16.00 179.00 53 55 57 50 .00 .00 59 61 115 100 12.00 118.00 101 103 105 102 12.00 107.00 103 104 7.00 125.00 105 107 106 5.00 115.00 107 109 111 108 5.00 114.00 109 110 .00 90.00 111 113 112 .00 50.00 113 115 117 125 114 .00 60.00 117 119 116 .00 65.00 119 121 118 6.00 77.00 121 123 120 7.00 75.00 123 125 OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD THIS SYSTEM HAS MULTIPLE SUPPLY ZONES ZONE NO. 1 IS SUPPLIED THROUGH THESE PIPES: 101 115 THIS SYSTEM HAS 46 PIPES WITH 37 JUNCTIONS , 7 LOOPS AND 4 FGNS . . / Robertson Ranch West Water System Analysis 5/6/2011 THE RESULTS ARE OBTAINED AFTER 9 TRIALS WITH AN ACCURACY = .00381 ROBERTSON RANCH WEST WATER SYSTEM ANALYSIS 93 600 1A AVERAGE DAY DEMANDS PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 1 0 2 105.56 .01 .00 .00 .22 .02 3 2 4 35.78 .04 .00 .00 .23 .04 5 4 6 25.78 .01 .00 .00 .16 .02 7 6 8 4.00 .00 .00 .00 .03 .00 9 6 9 16.78 .00 .00 .00 .11 .01 11 9 10 4.00 .00 .00 .00 .03 .00 13 9 12 7.78 .00 .00 .00 .05 .00 15 12 14 2.24 .00 .00 .00 .01 .00 17 12 16 1.54 .00 .00 .00 .01 .00 19 14 16 -1.76 .00 .00 .00 -.01 .00 21 16 18 -4.22 .00 .00 .00 -.03 .00 23 18 20 -37.52 .00 .00 .00 -.11 -.01 25 20 22 -15.71 -.01 .00 .00 -.10 -.01 27 22 24 -18.71 .00 .00 .00 -.12 -.01 29 24 26 -22.71 -.02 .00 .00 -.14 -.02 31 20 28 -27.81 .00 .00 .00 -.08 .00 33 28 30 20.00 .03 .00 .00 .13 .02 35 28 32 -72.81 -.01 .00 .00 -.21 -.02 37 32 34 -76.81 -.02 .00 .00 -.22 -.03 39 34 36 -17.55 -.02 .00 .00 -.11 -.01 41 34 38 -53.07 .00 .00 .00 -.15 -.01 43 38 40 -59.07 .00 .00 .00 -.17 -.02 45 40 42 -65.07 .00 .00 .00 -.18 -.02 47 36 42 79.19 .00 .00 .00 .17 .01 49 42 44 8.12 .00 .00 .00 .02 .00 50 34 46 -11.19 .00 .00 .00 -.07 -.01 51 44 46 21.28 .01 .00 .00 .14 .02 52 46 26 4.09 .00 .00 .00 .03 .00 53 44 48 -19.16 .00 .00 .00 -.04 .00 55 48 26 24.62 .01 .00 .00 .16 .02 57 2 48 59.78 .02 .00 .00 .12 .01 59 36 50 -102.74 -.02 .00 .00 -.21 -.02 61 0 50 123.44 .00 .00 .00 .26 .03 101 0 100 33.30 .00 .00 .00 .09 .01 103 100 102 12.00 .00 .00 .00 .03 .00 105 100 104 9.30 .00 .00 .00 .03 .00 107 104 106 2.30 .00 .00 .00 .01 .00 109 106 108 5.00 .00 .00 .00 .03 .00 111 106 110 -7.70 .00 .00 .00 -.02 .00 113 110 112 -7.70 .00 .00 .00 -.02 .00 115 0 112 20.70 .00 .00 .00 .06 .00 117 112 114 5.88 .00 .00 .00 .02 .00 119 114 116 5.88 .00 .00 .00 .04 .00 121 116 118 5.88 .00 .00 .00 .04 .00 123 118 120 -.12 .00 .00 .00 .00 .00 125 112 120 7.12 .00 .00 .00 .05 .00 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 2 10.00 429.99 190.00 104.00 4 10.00 429.95 199.00 100.08 Robertson Ranch West Water System Analysis 6 5.00 429.94 170.00 112.64 8 4.00 429.94 181.00 107.87 9 5.00 429.93 158.00 117.84 10 4.00 429.93 167.00 113.94 12 4.00 429.93 135.00 127.80 14 4.00 429.93 132.00 129.10 16 4.00 429.93 115.00 136.47 18 .00 429.93 110.00 138.64 20 6.00 429.93 120.00 134.31 22 3.00 429.94 164.00 115.24 24 4.00 429.95 168.00 113.51 26 6.00 429.97 161.00 116.55 28 25.00 429.94 125.00 132.14 30 20.00 429.91 130.00 129.96 32 4.00 429.95 115.00 136.48 34 5.00 429.97 140.00 125.65 36 6.00 429.98 160.00 116.99 38 6.00 429.97 150.00 121.32 40 6,00 429.97 160.00 116.99 42 6.00 429.98 166.00 114.39 44 6.00 429.98 173.00 111.36 46 6.00 429.97 151.00 120.89 48 16.00 429.98 179.00 108.76 50 .00 430.00 100 12.00 250.00 118.00 57.20 102 12.00 250.00 107.00 61.97 104 7.00 250.00 125.00 54.17 106 5.00 250.00 115.00 58.50 108 5.00 250.00 114.00 58.93 110 .00 250.00 90.00 69.33 112 .00 250.00 50.00 86.67 114 .00 250.00 60.00 82.33 116 .00 250.00 65.00 80.17 118 6.00 250.00 77.00 74.97 120 7.00 250.00 75.00 75.83 THE NET SYSTEM DEMAND = 229.00 SUMMARY OF INFL0WS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 105.56 61 123.44 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 229.00 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00 5/6/2011 Robertson Ranch West Water System Analysis 5/6/2011 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 8 1507.00 THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY = .00004 MAXIMUM DAY DEMANDS PLUS 1500 GPM FIRE FLOW AT NODE 8 PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 1 0 2 1118.30 .51 .00 .00 2.33 1.71 3 2 4 803.22 13.41 .00 .00 5.13 14.12 5 4 6 786.72 7.47 .00 .00 5.02 13.59 7 6 8 1507.00 31.70 .00 .00 9.62 45.28 9 6 9 -728.53 -3.30 .00 .00 -4.65 -11.78 11 9 10 6.60 .00 .00 .00 .04 .00 13 9 12 -743.38 -5.14 .00 .00 -4.74 -12.23 15 12 14 -320.00 -1.49 .00 .00 -2.04 -2.57 17 12 16 -429.98 -2.66 .00 .00 -2.74 -4.44 19 14 16 -326.60 -1.17 .00 .00 -2.08 -2.67 21 16 18 -763.18 -6.17 .00 .00 -4.87 -12.84 23 18 20 -818.13 -.20 .00 .00 -2.32 -2.03 25 20 22 -208.36 -1.01 .00 .00 -1.33 -1.16 27 22 24 -213.31 -.21 .00 .00 -1.36 -1.21 29 24 26 -219.91 -1.41 .00 .00 -1.40 -1.28 31 20 28 -619.68 -.82 .00 .00 -1.76 -1.21 33 28 30 33.00 .08 .00 .00 .21 .04 35 28 32 -693.93 -.57 .00 .00 -1.97 -1.49 37 32 34 -700.53 -1.16 .00 .00 -1.99 -1.52 39 34 36 -137.16 -.68 .00 .00 -.88 -.53 41 34 38 -459.93 -.19 .00 .00 -1.30 -.70 43 38 40 -469.83 -.18 .00 .00 -1.33 -.73 45 40 42 -479.73 -.19 .00 .00 -1.36 -.75 47 36 42 578.74 .13 .00 .00 1.21 .50 49 42 44 89.11 .00 .00 .00 .19 .02 50 34 46 -111.68 -.09 .00 .00 -.71 -.37 51 44 46 162.95 .46 .00 .00 1.04 .74 52 46 26 41.36 .01 .00 .00 .26 .06 53 44 48 -83.74 .00 .00 .00 -.17 -.01 55 48 26 188.45 .48 .00 .00 1.20 .96 57 2 48 298.58 .31 .00 .00 .62 .15 59 36 50 -725.80 -.61 .00 .00 -1.51 -.77 61 0 50 759.95 .08 .00 .00 1.58 .84 101 0 100 54.95 .00 .00 .00 .16 .01 103 100 102 19.80 .00 .00 .00 .06 .00 105 100 104 15.35 .00 .00 .00 .04 .00 107 104 106 3.80 .00 .00 .00 .01 .00 109 106 108 8.25 .00 .00 .00 .05 .00 111 106 110 -12.70 .00 .00 .00 -.04 .00 113 110 112 -12.70 .00 .00 .00 -.04 .00 115 0 112 34.15 .00 .00 .00 .10 .01 117 112 114 9.71 .00 .00 .00 .03 .00 Robertson Ranch West Water System Analysis 5/6/2011 119 114 116 9.71 .00 .00 .00 .06 .00 121 116 118 9.71 .00 .00 .00 .06 .00 123 118 120 -.19 .00 .00 .00 .00 .00 125 112 120 11.74 .00 .00 .00 .07 .01 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 2 16.50 429.49 190.00 103.78 4 16.50 416.07 199.00 94.07 6 8.25 408.60 170.00 103.39 8 1507.00 376.90 181.00 84.89 9 8.25 411.90 158.00 110.02 10 6.60 411.90 167.00 106.12 12 6.60 417.04 135.00 122.22 14 6.60 418.53 132.00 124.16 16 6.60 419.70 115.00 132.04 18 .00 425.87 110.00 136.88 20 9.90 426.07 120.00 132.63 22 4.95 427.08 164.00 114.00 24 6.60 427.29 168.00 112.36 26 9.90 428.70 161.00 116.00 28 41.25 426.89 125.00 130.82 30 33.00 426.82 130.00 128.62 32 6.60 427.46 115.00 135.40 34 8.25 428.62 140.00 125.07 36 9.90 429.30 160.00 116.70 38 9.90 428.81 150.00 120.82 40 9.90 428.99 160.00 116.56 42 9.90 429.18 166.00 114.04 44 9.90 429.17 173.00 111.01 46 9.90 428.71 151.00 120.34 48 26.40 429.18 179.00 108.41 50 .00 429.92 100 19.80 250.00 118.00 57.20 102 19.80 250.00 107.00 61.97 104 11.55 250.00 125.00 54.17 106 8.25 250.00 115.00 58.50 108 8.25 250.00 114.00 58.93 110 .00 250.00 90.00 69.33 112 .00 250.00 50.00 86.67 114 .00 250.00 60.00 82.33 116 .00 250.00 65.00 80.17 118 9.90 249.99 77.00 74.96 120 11.55 249.99 75.00 75.83 THE NET SYSTEM DEMAND = 1878.25 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 1118.30 61 759.95 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 1878.25 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00 Robertson Ranch West Water System Analysis 5/6/2011 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 24 1507.00 THE RESULTS ARE OBTAINED AFTER 5 TRIALS WITH AN ACCURACY = .00004 MAXIMUM DAY DEMANDS PLUS 1500 GPM FIRE FLOW AT NODE 24 PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 1 0 2 872.81 .32 .00 .00 1.82 1.08 3 2 4 271.41 1.80 .00 .00 1.73 1.89 5 4 6 254.91 .93 .00 .00 1.63 1.69 7 6 8 6.60 .00 .00 .00 .04 .00 9 6 9 240.06 .42 .00 .00 1.53 1.51 11 9 10 6.60 .00 .00 .00 .04 .00 13 9 12 225.21 .56 .00 .00 1.44 1.34 15 12 14 95.35 .16 .00 .00 .61 .27 17 12 16 123.26 .26 .00 .00 .79 .44 19 14 16 88.75 .11 .00 .00 .57 .24 21 16 18 205.41 .54 .00 .00 1.31 1.13 23 18 20 150.46 .01 .00 .00 .43 .09 25 20 22 745.45 10.70 .00 .00 4.76 12.30 27 22 24 740.50 2.06 .00 .00 4.73 12.15 29 24 26 -766.50 -14.24 .00 .00 -4.89 -12.95 31 20 28 -604.90 -.79 .00 .00 -1.72 -1.16 33 28 30 33.00 .08 .00 .00 .21 .04 35 28 32 -679.15 -.55 .00 .00 -1.93 -1.44 37 32 34 -685.75 -1.11 .00 .00 -1.95 -1.46 39 34 36 -186.57 -1.21 .00 .00 -1.19 -.95 41 34 38 -631.33 -.34 .00 .00 -1.79 -1.25 43 38 40 -641.23 -.32 .00 .00 -1.82 -1.29 45 40 42 -651.13 -.33 .00 .00 -1.85 -1.33 47 36 42 774.82 .22 .00 .00 1.61 .87 49 42 44 113.79 .01 .00 .00 .24 .02 50 34 46 123.90 .11 .00 .00 .79 .44 51 44 46 259.68 1.10 .00 .00 1.66 1.74 52 46 26 373.68 .86 .00 .00 2.38 3.42 53 44 48 -155.79 -.01 .00 .00 -.32 -.04 55 48 26 402.72 1.97 .00 .00 2.57 3.93 57 2 48 584.91 1.08 .00 .00 1.22 .51 59 36 50 -971.29 -1.05 .00 .00 -2.02 -1.32 61 0 50 1005.44 .14 .00 .00 2.10 1.40 101 0 100 54.95 .00 .00 .00 .16 .01 103 100 102 19.80 .00 .00 .00 .06 .00 105 100 104 15.35 .00 .00 .00 .04 .00 107 104 106 3.80 .00 .00 .00 .01 .00 109 106 108 8.25 .00 .00 .00 .05 .00 111 106 110 -12.70 .00 .00 .00 -.04 .00 113 110 112 -12.70 .00 .00 .00 -.04 .00 115 0 112 34.15 .00 .00 .00 .10 .01 I Robertson Ranch West Water System Analysis 5/6/2011 117 112 114 9.71 .00 .00 .00 .03 .00 119 114 116 9.71 .00 .00 .00 .06 .00 121 116 118 9.71 .00 .00 .00 .06 .00 123 118 120 -.19 .00 .00 .00 .00 .00 125 112 120 11.74 .00 .00 .00 .07 .01 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 2 16.50 429.68 190.00 103.86 4 16.50 427.88 199.00 99.18 6 8.25 426.95 170.00 111.35 8 6.60 426.95 181.00 106.58 9 8.25 426.53 158.00 116.36 10 6.60 426.53 167.00 112.46 12 6.60 425.97 135.00 126.09 14 6.60 425.81 132.00 127.32 16 6.60 425.70 115.00 134.64 18 .00 425.16 110.00 136.57 20 9.90 425.15 120.00 132.23 22 4.95 414.45 164.00 108.53 24 1507.00 412.39 168.00 105.90 26 9.90 426.63 161.00 115.11 28 41.25 425.94 125.00 130.41 30 33.00 425.86 130.00 128.21 32 6.60 426.49 115.00 134.98 34 8.25 427.60 140.00 124.63 36 9.90 428.81 160.00 116.48 38 9.90 427.94 150.00 120.44 40 9.90 428.26 160.00 116.25 42 9.90 428.59 166.00 113.79 44 9.90 428.59 173.00 110.75 46 9.90 427.49 151.00 119.81 48 26.40 428.60 179.00 108.16 50 .00 429.86 100 19.80 250.00 118.00 57.20 102 19.80 250.00 107.00 61.97 104 11.55 250.00 125.00 54.17 106 8.25 250.00 115.00 58.50 108 8.25 250.00 114.00 58.93 110 .00 250.00 90.00 69.33 112 .00 250.00 50.00 86.67 114 .00 250.00 60.00 82.33 116 .00 250.00 65.00 80.17 118 9.90 249.99 77.00 74.96 120 11.55 249.99 75.00 75.83 THE NET SYSTEM DEMAND = 1878.25 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 872.81 61 1005.44 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 1878.25 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00 I Robertson Ranch West Water System Analysis 5/6/2011 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 28 1541.00 30 1533.00 THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY = .00393 MAXIMUM DAY DEMANDS PLUS 3000 GPM FIRE FLOW SPLIT BETWEEN NODES 28 AND 30 PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 1 0 2 1598.89 .99 .00 .00 3.33 3.31 3 2 4 560.12 6.88 .00 .00 3.57 7.24 5 4 6 543.62 3.77 .00 .00 3.47 6.85 7 6 8 6.60 .00 .00 .00 .04 .00 9 6 9 528.77 1.82 .00 .00 3.37 6.51 11 9 10 6.60 .00 .00 .00 .04 .00 13 9 12 513.92 2.59 .00 .00 3.28 6.18 15 12 14 219.18 .74 .00 .00 1.40 1.27 17 12 16 288.14 1.27 .00 .00 1.84 2.11 19 14 16 212.58 .53 .00 .00 1.36 1.20 21 16 18 494.12 2.76 .00 .00 3.15 5.74 23 18 20 439.17 .06 .00 .00 1.25 .64 25 20 22 -504.49 -5.19 .00 .00 -3.22 -5.97 27 22 24 -509.44 -1.03 .00 .00 -3.25 -6.08 29 24 26 -516.04 -6.84 .00 .00 -3.29 -6.22 31 20 28 933.76 1.76 .00 .00 2.65 2.59 33 28 30 1533.00 93.48 .00 .00 9.78 46.74 35 28 32 -2140.24 -4.57 .00 .00 -6.07 -12.04 37 32 34 -2146.84 -9.20 .00 .00 -6.09 -12.11 39 34 36 -384.49 -4.62 .00 .00 -2.45 -3.61 41 34 38 -1352.32 -1.39 .00 .00 -3.84 -5.14 43 38 40 -1362.22 -1.30 .00 .00 -3.86 -5.21 45 40 42 -1372.12 -1.32 .00 .00 -3.89 -5.28 47 36 42 1350.17 .61 .00 .00 2.81 2.42 49 42 44 -31.84 .00 .00 .00 -.07 .00 50 34 46 -418.28 -1.05 .00 .00 -2.67 -4.22 51 44 46 443.36 2.96 .00 .00 2.83 4.70 52 46 26 15.18 .00 .00 .00 .10 .01 53 44 48 -485.11 -.09 .00 .00 -1.01 -.36 55 48 26 510.76 3.05 .00 .00 3.26 6.11 57 2 48 1022.27 3.04 .00 .00 2.13 1.45 59 36 50 -1744.56 -3.11 .00 .00 -3.64 -3.89 61 0 50 1778.71 .40 .00 .00 3.71 4.03 101 0 100 54.95 .00 .00 .00 .16 .01 103 100 102 19.80 .00 .00 .00 .06 .00 105 100 104 15.35 .00 .00 .00 .04 .00 107 104 106 3.80 .00 .00 .00 .01 .00 109 106 108 8.25 .00 .00 .00 .05 .00 111 106 110 -12.70 .00 .00 .00 -.04 .00 113 110 112 -12.70 .00 .00 .00 -.04 .00 115 0 112 34.15 .00 .00 .00 .10 .01 I I Robertson Ranch West Water System Analysis 5/6/2011 117 112 114 9.71 .00 .00 .00 .03 .00 119 114 116 9.71 .00 .00 .00 .06 .00 121 116 118 9.71 .00 .00 .00 .06 .00 123 118 120 -.19 .00 .00 .00 .00 .00 125 112 120 11.74 .00 .00 .00 .07 .01 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 2 16.50 429.01 190.00 103.57 4 16.50 422.13 199.00 96.69 6 8.25 418.36 170.00 107.62 8 6.60 418.36 181.00 102.85 9 8.25 416.53 158.00 112.03 10 6.60 416.53 167.00 108.13 12 6.60 413.94 135.00 120.87 14 6.60 413.20 132.00 121.85 16 6.60 412.67 115.00 128.99 18 .00 409.92 110.00 129.96 20 9.90 409.85 120.00 125.60 22 4.95 415.04 164.00 108.78 24 6.60 416.07 168.00 107.50 26 9.90 422.92 161.00 113.50 28 1541.00 408.09 125.00 122.67 30 1533.00 314.61 130.00 80.00 32 6.60 412.66 115.00 128.99 34 8.25 421.87 140.00 122.14 36 9.90 426.48 160.00 115.48 38 9.90 423.25 150.00 118.41 40 9.90 424.56 160.00 114.64 42 9.90 425.88 166.00 112.61 44 9.90 425.88 173.00 109.58 46 9.90 422.92 151.00 117.83 48 26.40 425.97 179.00 107.02 50 .00 429.60 100 19.80 250.00 118.00 57.20 102 19.80 250.00 107.00 61.97 104 11.55 250.00 125.00 54.17 106 8.25 250.00 115.00 58.50 108 8.25 250.00 114.00 58.93 110 .00 250.00 90.00 69.33 112 .00 250.00 50.00 86.67 114 .00 250.00 60.00 82.33 116 .00 250.00 65.00 80.17 118 9.90 249.99 77.00 74.96 120 11.55 249.99 75.00 75.83 THE NET SYSTEM DEMAND = 3377.60 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 1598.89 61 1778.71 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 3377.60 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00 Robertson Ranch West Water System Analysis 5/6/2011 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 100 2020.00 102 2020.00 THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY = .00306 MAXIMUM DAY DEMANDS PLUS 4000 GPM FIRE FLOW SPLIT BETWEEN NODES 100 AND 102 PIPE NO. NODE NOS. FLOWEATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 1 0 2 1868.96 1.33 .00 .00 3.89 4.42 3 2 4 735.30 11.39 .00 .00 4.69 11.99 5 4 6 718.80 6.32 .00 .00 4.59 11.50 7 6 8 6.60 .00 .00 .00 .04 .00 9 6 9 703.95 3.10 .00 .00 4.49 11.06 11 9 10 6.60 .00 .00 .00 .04 .00 13 9 12 689.10 4.47 .00 .00 4.40 10.63 15 12 14 294.31 1.28 .00 .00 1.88 2.20 17 12 16 388.19 2.20 .00 .00 2.48 3.67 19 14 16 287.71 .93 .00 .00 1.84 2.11 21 16 18 669.30 4.83 .00 .00 4.27 10.07 23 18 20 -2783.06 -1.96 .00 .00 -7.89 -19.58 25 20 22 -685.37 -9.16 .00 .00 -4.37 -10.52 27 22 24 -690.32 -1.81 .00 .00 -4.41 -10.67 29 24 26 -696.92 -11.94 .00 .00 -4.45 -10.86 31 20 28 -2107.59 -7.96 .00 .00 -5.98 -11.70 33 28 30 33.00 .08 .00 .00 .21 .04 35 28 32 -2181.84 -4.74 .00 .00 -6.19 -12.47 37 32 34 -2188.44 -9.53 .00 .00 -6.21 -12.54 39 34 36 -407.37 -5.14 .00 .00 -2.60 -4.02 41 34 38 -1429.62 -1.54 .00 .00 -4.06 -5.70 43 38 40 -1439.52 -1.44 .00 .00 -4.08 -5.77 45 40 42 -1449.42 -1.46 .00 .00 -4.11 -5.85 47 36 42 1454.89 .69 .00 .00 3.03 2.78 49 42 44 -4.44 .00 .00 .00 -.01 .00 50 34 46 -359.70 -.80 .00 .00 -2.30 -3.19 51 44 46 496.37 3.65 .00 .00 3.17 5.79 52 46 26 126.77 .12 .00 .00 .81 .46 53 44 48 -510.71 -.10 .00 .00 -1.06 -.40 55 48 26 580.05 3.86 .00 .00 3.70 7.73 57 2 48 1117.16 3.58 .00 .00 2.33 1.70 59 36 50 -1872.15 -3.55 .00 .00 -3.90 -4.43 61 0 50 2509.29 .76 .00 .00 5.23 7.63 101 0 100 3452.36 4.38 .00 .00 9.79 29.18 103 100 102 2020.00 5.41 .00 .00 5.73 10.81 105 100 104 -587.64 -.71 .00 .00 -1.67 -1.10 107 104 106 -599.19 -.42 .00 .00 -1.70 -1.14 109 106 108 8.25 .00 .00 .00 .05 .00 111 106 110 -615.69 -.60 .00 .00 -1.75 -1.20 113 110 112 -615.69 -2.52 .00 .00 -1.75 -1.20 115 0 112 637.14 .13 .00 .00 1.81 1.28 . I Robertson Ranch West Water System Analysis 5/6/2011 117 112 114 9.71 .00 .00 .00 .03 .00 119 114 116 9.71 .00 .00 .00 .06 .00 121 116 118 9.71 .00 .00 .00 .06 .00 123 118 120 -.19 .00 .00 .00 .00 .00 125 112 120 11.74 .00 .00 .00 .07 .01 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 2 16.50 428.67 190.00 103.43 4 16.50 417.28 199.00 94.59 6 8.25 410.96 170.00 104.42 8 6.60 410.96 181.00 99.65 9 8.25 407.87 158.00 108.28 10 6.60 407.86 167.00 104.37 12 6.60 403.40 135.00 116.31 14 6.60 402.13 132.00 117.05 16 6.60 401.20 115.00 124.02 18 .00 396.36 110.00 124.09 20 9.90 398.32 120.00 120.61 22 4.95 407.48 164.00 105.51 24 6.60 409.29 168.00 104.56 26 9.90 421.23 161.00 112.77 28 41.25 406.28 125.00 121.89 30 33.00 406.20 130.00 119.69 32 6.60 411.02 115.00 128.27 34 8.25 420.55 140.00 121.57 36 9.90 425.69 160.00 115.13 38 9.90 422.09 150.00 117.91 40 9.90 423.53 160.00 114.20 42 9.90 424.99 166.00 112.23 44 9.90 424.99 173.00 109.20 46 9.90 421.35 151.00 117.15 48 26.40 425.09 179.00 106.64 50 .00 429.24 100 2020.00 245.62 118.00 55.30 102 2020.00 240.22 107.00 57.73 104 11.55 246.34 125.00 52.58 106 8.25 246.76 115.00 57.10 108 8.25 246.76 114.00 57.53 110 .00 247.36 90.00 68.19 112 .00 249.87 50.00 86.61 114 .00 249.87 60.00 82.28 116 .00 249.87 65.00 80.11 118 9.90 249.87 77.00 74.91 120 11.55 249.87 75.00 75.78 THE NET SYSTEM DEMAND = 4378.25 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWBATE 1 1868.96 61 2509.29 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 4378.25 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00 S A. Robertson Ranch West Water System Analysis 5/6/2011 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 1508.00 108 1508.00 THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY = .00007 MAXIMUM DAY DEMANDS PLUS 3000 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 1136.58 .53 .00 .00 2.37 1.76 3 2 4 428.63 4.19 .00 .00 2.74 4.41 5 4 6 412.13 2.26 .00 .00 2.63 4.10 7 6 8 6.60 .00 .00 .00 .04 .00 9 6 9 397.28 1.07 .00 .00 2.54 3.83 11 9 10 6.60 .00 .00 .00 .04 .00 13 9 12 382.43 1.50 .00 .00 2.44 3.57 15 12 14 162.79 .43 .00 .00 1.04 .73 17 12 16 213.05 .73 .00 .00 1.36 1.21 19 14 16 156.19 .30 .00 .00 1.00 .68 21 16 18 362.63 1.55 .00 .00 2.31 3.24 23 18 20 -1526.73 -.64 .00 .00 -4.33 -6.44 25 20 22 -380.52 -3.08 .00 .00 -2.43 -3.54 27 22 24 -385.47 -.62 .00 .00 -2.46 -3.63 29 24 26 -392.07 -4.12 .00 .00 -2.50 -3.74 31 20 28 -1156.11 -2.62 .00 .00 -3.28 -3.85 33 28 30 33.00 .08 .00 .00 .21 .04 35 28 32 -1230.36 -1.64 .00 .00 -3.49 -4.32 37 32 34 -1236.96 -3.31 .00 .00 -3.51 -4.36 39 34 36 -231.08 -1.80 .00 .00 -1.47 -1.41 41 34 38 -810.53 -.54 .00 .00 -2.30 -1.99 43 38 40 -820.43 -.51 .00 .00 -2.33 -2.04 45 40 42 -830.33 -.52 .00 .00 -2.36 -2.08 47 36 42 800.56 .23 .00 .00 1.67 .92 49 42 44 -39.67 .00 .00 .00 -.08 .00 50 34 46 -203.60 -.28 .00 .00 -1.30 -1.11 51 44 46 283.37 1.29 .00 .00 1.81 2.05 52 46 26 69.87 .04 .00 .00 .45 .15 53 44 48 -332.94 -.05 .00 .00 -.69 -.18 55 48 26 332.10 1.38 .00 .00 2.12 2.75 57 2 48 691.44 1.47 .00 .00 1.44 .70 59 36 50 -1041.54 -1.20 .00 .00 -2.17 -1.50 61 0 50 2240.77 .62 .00 .00 4.67 6.19 101 0 100 1889.36 1.43 .00 .00 5.36 9.56 103 100 102 19.80 .00 .00 .00 .06 .00 105 100 104 1849.76 5.97 .00 .00 5.25 9.19 107 104 106 1838.21 3.36 .00 .00 5.21 .9.08 109 106 108 1508.00 20.40 .00 .00 9.62 45.34 111 106 110 -1177.79 -1.99 .00 .00 -3.34 -3.98 113 110 112 -1177.79 -8.36 .00 .00 -3.34 -3.98 S I Robertson Ranch West Water System Analysis 5/6/2011 115 0 112 1199.24 .41 .00 .00 3.40 4.12 117 112 114 9.71 .00 .00 .00 .03 .00 119 114 116 9.71 .00 .00 .00 .06 .00 121 116 118 9.71 .00 .00 .00 .06 .00 123 118 120 -.19 .00 .00 .00 .00 .00 125 112 120 11.74 .00 .00 .00 .07 .01 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 2 16.50 429.47 190.00 103.77 4 16.50 425.28 199.00 98.05 6 8.25 423.02 170.00 109.64 8 6.60 423.02 181.00 104.88 9 8.25 421.95 158.00 114.38 10 6.60 421.95 167.00 110.48 12 6.60 420.45 135.00 123.69 14 6.60 420.02 132.00 124.81 16 6.60 419.72 115.00 132.05 18 .00 418.17 110.00 133.54 20 9.90 418.81 120.00 129.49 22 4.95 421.89 164.00 111.75 24 6.60 422.51 168.00 110.29 26 9.90 426.62 161.00 115.10 28 41.25 421.43 125.00 128.45 30 33.00 421.35 130.00 126.25 32 6.60 423.07 115.00 133.50 34 8.25 426.39 140.00 124.10 36 9.90 428.18 160.00 116.21 38 9.90 426.92 150.00 120.00 40 9.90 427.43 160.00 115.89 42 9.90 427.95 166.00 113.51 44 9.90 427.95 173.00 110.48 46 9.90 426.66 151.00 119.45 48 26.40 428.00 179.00 107.90 50 .00 429.38 100 19.80 248.57 118.00 56.58 102 19.80 248.57 107.00 61.35 104 11.55 242.59 125.00 50.96 106 1508.00 239.23 115.00 53.83 108 1508.00 218.83 114.00 45.43 110 .00 241.23 90.00 65.53 112 .00 249.59 50.00 86.49 114 .00 249.59 60.00 82.15 116 .00 249.59 65.00 79.99 118 9.90 249.58 77.00 74.79 120 11.55 249.58 75.00 75.65 THE NET SYSTEM DEMAND = 3377.35 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 1136.58 61 2240.77 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 3377.35 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00 S Robertson Ranch West Water System Analysis 516/2011 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 118 1510.00 THE RESULTS ARE OBTAINED AFTER 5 TRIALS WITH AN ACCURACY = .00213 MAXIMUM DAY DEMANDS PLUS 1500 GPM FIRE FLOW AT NODE 118 PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 1 0 2 386.56 .07 .00 .00 .81 .24 3 2 4 109.79 .34 .00 .00 .70 .35 5 4 6 93.29 .14 .00 .00 .60 .26 7 6 8 6.60 .00 .00 .00 .04 .00 9 6 9 78.44 .05 .00 .00 .50 .19 11 9 10 6.60 .00 .00 .00 .04 .00 13 9 12 63.59 .05 .00 .00 .41 .13 15 12 14 25.95 .01 .00 .00 .17 .02 17 12 16 31.03 .02 .00 .00 .20 .03 19 14 16 19.35 .01 .00 .00 .12 .01 21 16 18 43.79 .03 .00 .00 .28 .06 23 18 20 -203.22 -.02 .00 .00 -.58 -.15 25 20 22 -59.95 -.10 .00 .00 -.38 -.12 27 22 24 -64.90 -.02 .00 .00 -.41 -.13 29 24 26 -71.50 -.18 .00 .00 -.46 -.16 31 20 28 -153.17 -.06 .00 .00 -.43 -.09 33 28 30 33.00 .08 .00 .00 .21 .04 35 28 32 -227.42 -.07 .00 .00 -.65 -.19 37 32 34 -234.02 -.15 .00 .00 -.66 -.20 39 34 36 -44.75 -.09 .00 .00 -.29 -.07 41 34 38 -156.43 -.03 .00 .00 -.44 -.09 43 38 40 -166.33 -.03 .00 .00 -.47 -.11 45 40 42 -176.23 -.03 .00 .00 -.50 -.12 47 36 42 94.55 .00 .00 .00 .20 .02 49 42 44 -91.57 .00 .00 .00 -.19 -.02 50 34 46 -41.09 -.01 .00 .00 -.26 -.06 51 44 46 59.20 .07 .00 .00 .38 .11 52 46 26 8.21 .00 .00 .00 .05 .00 53 44 48 -160.68 -.01 .00 .00 -.33 -.05 55 48 26 73.19 .08 .00 .00 .47 .17 57 2 48 260.27 .24 .00 .00 .54 .11 59 36 50 -149.20 -.03 .00 .00 -.31 -.04 61 0 50 1491.39 .29 .00 .00 3.11 2.91 101 0 100 247.01 .03 .00 .00 .70 .22 103 100 102 19.80 .00 .00 .00 .06 .00 105 100 104 207.41 .10 .00 .00 .59 .16 107 104 106 195.86 .05 .00 .00 .56 .14 109 106 108 8.25 .00 .00 .00 .05 .00 111 106 110 179.36 .06 .00 .00 .51 .12 113 110 112 179.36 .26 .00 .00 .51 .12 S S Robertson Ranch West Water System Analysis 5/6/2011 115 0 112 1342.19 .51 .00 .00 3.81 5.07 117 112 114 761.03 1.77 .00 .00 2.16 1.77 119 114 116 761.03 7.03 .00 .00 4.86 12.78 121 116 118 761.03 5.75 .00 .00 4.86 12.78 123 118 120 -748.97 -4.34 .00 .00 -4.78 -12.40 125 112 120 760.52 10.21 .00 .00 4.85 12.76 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 2 16.50 429.93 190.00 103.97 4 16.50 429.59 199.00 99.92 6 8.25 429.45 170.00 112.43 8 6.60 429.45 181.00 107.66 9 8.25 429.39 158.00 117.60 10 6.60 429.39 167.00 113.70 12 6.60 429.34 135.00 127.55 14 6.60 429.33 132.00 128.84 16 6.60 429.32 115.00 136.21 18 .00 429.29 110.00 138.36 20 9.90 429.30 120.00 134.03 22 4.95 429.40 164.00 115.01 24 6.60 429.43 168.00 113.29 26 9.90 429.60 161.00 116.39 28 41.25 429.37 125.00 131.89 30 33.00 429.29 130.00 129.69 32 6.60 429.44 115.00 136.26 34 8.25 429.59 140.00 125.49 36 9.90 429.68 160.00 116.86 38 9.90 429.62 150.00 121.17 40 9.90 429.64 160.00 116.84 42 9.90 429.67 166.00 114.26 44 9.90 429.68 173.00 111.23 46 9.90 429.60 151.00 120.73 48 26.40 429.69 179.00 108.63 50 .00 429.71 100 19.80 249.97 118.00 57.19 102 19.80 249.97 107.00 61.95 104 11.55 249.86 125.00 54.11 106 8.25 249.81 115.00 58.42 108 8.25 249.81 114.00 58.85 110 .00 249.75 90.00 69.22 112 .00 249.49 50.00 86.45 114 .00 247.72 60.00 81.34 116 .00 240.69 65.00 76.13 118 1510.00 234.94 77.00 68.44 120 11.55 239.28 75.00 71.19 THE NET SYSTEM DEMAND = 1877.95 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 386.56 61 1491.39 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 1877.95 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00 . I Robertson Ranch West Water System Analysis 5/6/2011 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 4 TRIALS WITH AN ACCURACY = .00004 PEAK HOUR DEMANDS PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 1 0 2 306.13 .05 .00 .00 .64 .16 3 2 4 103.76 .30 .00 .00 .66 .32 5 4 6 74.76 .10 .00 .00 .48 .17 7 6 8 11.60 .00 .00 .00 .07 .01 9 6 9 48.66 .02 .00 .00 .31 .08 11 9 10 11.60 .00 .00 .00 .07 .01 13 9 12 22.56 .01 .00 .00 .14 .02 15 12 14 6.50 .00 .00 .00 .04 .00 17 12 16 4.46 .00 .00 .00 .03 .00 19 14 16 -5.10 .00 .00 .00 -.03 .00 21 16 18 -12.24 .00 .00 .00 -.08 -.01 23 18 20 -108.82 .00 .00 .00 -.31 -.05 25 20 22 -45.56 -.06 .00 .00 -.29 -.07 27 22 24 -54.26 -.02 .00 .00 -.35 -.10 29 24 26 -65.86 -.15 .00 .00 -.42 -.14 31 20 28 -80.66 -.02 .00 .00 -.23 -.03 33 28 30 58.00 .22 .00 .00 .37 .11 35 28 32 -211.16 -.06 .00 .00 -.60 -.17 37 32 34 -222.76 -.14 .00 .00 -.63 -.18 39 34 36 -50.88 -.11 .00 .00 -.32 -.09 41 34 38 -153.91 -.02 .00 .00 -.44 -.09 43 38 40 -171.31 -.03 .00 .00 -.49 -.11 45 40 42 -188.71 -.03 .00 .00 -.54 -.13 47 36 42 229.67 .02 .00 .00 .48 .09 49 42 44 23.55 .00 .00 .00 .05 .00 50 34 46 -32.46 -.01 .00 .00 -.21 -.04 51 44 46 61.71 .08 .00 .00 .39 .12 52 46 26 11.85 .00 .00 .00 .08 .01 53 44 48 -55.56 .00 .00 .00 -.12 -.01 55 48 26 71.41 .08 .00 .00 .46 .16 57 2 48 173.37 .11 .00 .00 .36 .05 59 36 50 -297.95 -.12 .00 .00 -.62 -.15 61 0 50 357.97 .02 .00 .00 .75 .21 101 0 100 96.58 .01 .00 .00 .27 .04 103 100 102 34.80 .00 .00 .00 .10 .01 105 100 104 26.98 .00 .00 .00 .08 .00 107 104 106 6.68 .00 .00 .00 .02 .00 109 106 108 14.50 .00 .00 .00 .09 .01 111 106 110 -22.32 .00 .00 .00 -.06 .00 113 110 112 -22.32 -.01 .00 .00 -.06 .00 115 0 112 60.02 .00 .00 .00 .17 .02 117 112 114 17.06 .00 .00 .00 .05 .00 119 114 116 17.06 .01 .00 .00 .11 .01 121 116 118 17.06 .01 .00 .00 .11 .01 123 118 120 -.34 .00 .00 .00 .00 .00 125 112 120 20.64 .01 .00 .00 .13 .02 • Robertson Ranch West Water System Analysis JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 2 29.00 429.95 190.00 103.98 4 29.00 429.65 199.00 99.95 6 14.50 429.55 170.00 112.47 8 11.60 429.55 181.00 107.71 9 14.50 429.53 158.00 117.66 10 11.60 429.53 167.00 113.76 12 11.60 429.52 135.00 127.63 14 11.60 429.52 132.00 128.93 16 11.60 429.52 115.00 136.29 18 .00 429.53 110.00 138.46 20 17.40 429.53 120.00 134.13 22 8.70 429.59 164.00 115.09 24 11.60 429.61 168.00 113.36 26 17.40 429.76 161.00 116.46 28 72.50 429.55 125.00 131.97 30 58.00 429.33 130.00 129.71 32 11.60 429.61 115.00 136.33 34 14.50 429.75 140.00 125.56 36 17.40 429.86 160.00 116.94 38 17.40 429.78 150.00 121.24 40 17.40 429.81 160.00 116.92 42 17.40 429.84 166.00 114.33 44 17.40 429.84 173.00 111.30 46 17.40 429.76 151.00 120.80 48 46.40 429.84 179.00 108.70 50 .00 429.98 100 34.80 249.99 118.00 57.20 102 34.80 249.99 107.00 61.96 104 20.30 249.99 125.00 54.16 106 14.50 249.99 115.00 58.50 108 14.50 249.99 114.00 58.93 110 .00 249.99 90.00 69.33 112 .00 250.00 50.00 86.67 114 .00 250.00 60.00 82.33 116 .00 249.99 65.00 80.16 118 17.40 249.99 77.00 74.96 120 20.30 249.99 75.00 75.83 THE NET SYSTEM DEMAND = 664.10 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 1 306.13 61 357.97 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 664.10 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00 5/6/2011