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CT 11-01; Robertson Ranch West; Tentative Map (CT) (2)
DEXTER WILSON ENGINEERING, INC. WATER • WASTEWATER • RECYCLEDWATER CONSULTING ENGINEERS 2234 FARADAY AVENUE • CARLSBAD, CA 92008 • (760) 438-4422 - -• --- all .. ----.. ---.. --• -• ------.. WATER SYSTEM ANALYSIS FOR ROBERTSON RANCH WEST December 20, 2011 Prepared by: Dexter Wilson Engineering, Inc . 2234 Faraday Avenue Carlsbad, CA 92008 Job No.: 936-001 RECEIVED MAY 0 7 2012 CITY OF CARLSBAD PLANNING DIVISION • - • - -- -- - - ----- - DEXTER WILSON ENGINEERING, INC . December 20, 2011 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 DEXTER S. WILSON, P.E. ANDREW M. OVEN, P.E. STEPHEN M. NIELSEN, P.E. DIANE H. SHAUGHNESSY, P.E. NATALIE J. FRASCHETTI, P.E . 936-001 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 (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: ... • • 2234 FARADAY AVENUE • CARLSBAD, CA 92008 • (760) 438-4422 • FAX (760) 438-0173 I ,., 0 -~ G) :::t c ~ ;o 3:: fTl IJSJit'~:f~-·,~l-~.· }1,\\ \ I.~ ~· ~ )> _ .. & a .--_ . . , -o ---l. -• """' • 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 gpd/unit • MF Residential Demand Factor = 250 gpd/unit • 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. DEXTER WILSON ENGINEERING, INC. PAGE 3 • • ... • ... • -------------- Erik Pfahler December 20, 2011 Planning Area Land Use 1 SF Residential 2 RV Storage 3 SF Residential 4 Recreation 5 SF Residential 6 SF Residential 7 MF Residential 8 MF Residential 9/10 SF Residential 11 Commercial TOTAL TABLE 1 ROBERTSON RANCH WEST PROJECTED WATER DEMANDS Gross Maximum Demand Average Acres Dwelling Factor Demand, Units gpd 8.3 32 550 gpd/unit 17,600 0.5 ---3,000 gpd/ac 1,500 17.7 89 550 gpd/unit 48,950 1.4 ---3,000 gpd/ac 4,200 7.6 24 550 gpd/unit 13,200 14.8 65 550 gpd/unit 35,750 7.3 110 250 gpd/unit 27,500 16.4 260 250 gpd/unit 65,000 21.9 78 550 gpd/unit 42,900 14.9 ---3,000 gpd/ac 44,700 658 801,800 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 Maerkle Tank 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 Real. Several lower pressure zones in the area are formed by pressure reducing off the 490 Zone System. DEXTER WILSON ENGINEERING, INC. PAGE 4 ..... => ~ c( -' ~ => ~ .... ~ N I N .... LEGEND --490 ZONE ~ ~N 241 ZONE I NTS FIGURE 2 EXISTING WATER FACILITIES ... • --... • ... .. ----- - - Erik Pfahler December 20, 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. In Glascow Street near the northern project boundary, a normally closed valve in the 14" 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 supplying a small service area west of Tamarack Avenue. 241 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 stations. In the vicinity of the project there are 446/241 Zone pressure reducing stations west of Tamarack Avenue and near the intersection of Kelly Drive and El Camino Real. There is a 12-inch 241 Zone line in El Camino Real and an 8" line in Tamarack Avenue. • Proposed Water System ---------- It is proposed to serve the project by expanding the 446 Zone, 349 Zone, and 241 Zone systems. To provide adequate redundancy in the 349 Zone, a 446/349 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. DEXTER WILSON ENGINEERING, INC. PAGE6 ... -.. -.. -.. ---- ---... • • .. -------- Erik Pfahler December 20, 2011 Zone 446 349 241 TABLE 2 ROBERTSON RANCH WEST STATIC PRESSURE SUMMARY Pad Elevation, Ft. Static Pressure, PSI. Minimum Maximum Minimum Maximum 157 199 107 125 102 168 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 CMWD. 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 m p1pes. 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 349 feet was set at the 446/349 pressure reducing station. 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. DEXTER WILSON ENGINEERING, INC. PAGE 7 ... • • ... -- ----- • • ---- --·- 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 May 2000 Encina Basin Recycled Water Distribution System study. The 1997 study identified a 20-inch 384 pressure zone 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 CMWD draft 2012 Recycled Water 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 CMWD 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. DEXTER WILSON ENGINEERING, INC. PAGE 8 • .. • --- ---• -----------• .. ... .. -- ------• 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 by 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. PAGE9 LEGEND Oi 0 ..... ~ N I N ..... --- --- --- --- 16"(12") ~ 490/441 ZONE 5 PR STATION 1:.:: 446/241 ZONE PR STATION EXISTING 490 ZONE EXISTING 446 ZONE PROPOSED 446 ZONE EXISTING 349 ZONE PROPOSED 349 ZONE EXISTING 241 ZONE PROPOSED 241 ZONE CONNECT TO EXISTING 8" WATER NOTE: ALL PIPEUNES ARE RECOMMENDED AS 8-INCH UNLESS OTHERWISE NOTED. I I / r--... ttOtJ>--I 1 ......_ ......_ GATESHEAD ~ _....,.--CONNECT TO I - -_..-'~ EXISTING 8" WATER I I I I , I / ~ N / I SCALE: 1" = 400' FIGURE 3 PROPOSED WATER SYSTEM 1-:::::> ~ < ...J .,:.: :::::> ~ :5 N 0 cXi N o; 0 ..... ..... I 0 N I N .... i c ""' 1.&.1 ~ :::::> (.!) Li: LEGEND PROPOSED 384 ZONE RECYCLED WATER LINE POTENTIAL RECYCLED WATER USE AREA GATESHEAD ttO~ 12"(8") SIZE REQUIRED (SIZE /,.----~--"---- REQUIRED FOR PROJECT ONLY) __ _...._.... __ _ N~~ / 1. IN ADDITION TO THE AREAS SHOWN, / RECYCLED WATER WILL BE USED FOR MASTER STREET PARKWAY LANDSCAPING ~· AND THE COMMON AREAS OF RECREA TlON, ..t ~ / COMMERCIAL, AND MUL Tl-FAMIL Y SITES. , t....~C"it-/ 2. PRECISE LOCATION OF USE AREAS AND <t~/ PA 5 SIZING OF RECYCLED WATER LINES WILL BE // DETERMINED BY THE PROJECT LANDSCAPE ARCHITECT. ~------- PA 10 f ~ - 12"(8") / a f9 / / ~ N I SCALE: 1" = 400' FIGURE 4 PROPOSED RECYCLED WATER SYSTEM ... -- ------- ----------- ... .. - ------ • APPENDIX A COMPUTER MODELING OUTPUT --... ---.. ----- ----------- - - -- ---.. - The following conditions were modeled: 1. Average Day Demands . 2. 3. 4. 5. 6. Maximum Day Demands plus 1,500 gpm at node 8. Maximum Day Demands plus 1,500 gpm at node 18. Maximum Day Demands plus 3,000 gpm split between nodes 112 and 114. Maximum Day Demands plus 4,000 gpm split between nodes 106 and 108. Maximum Day Demands plus 1,500 gpm at node 110. 7. Peak Hour Demands. • --Robert son Ranch \Vest 'l·l atcr S y·stem Anal y·sis --FLOWRATE IS EXPRESSED IN GPH AND PRESSURE IN PSIG ... A SUMtJJ?"RY OF THE ORIGINAL DATA FOLLOWS -... THERE IS A PRV AT JUNCTION 12 FOR LINE 101 SET AT -PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS ... (FEET) (INCHES) 1 0 2 300.0 14.0 120.0 3 2 4 950.0 8.0 120.0 -5 4 6 550.0 8.0 120.0 7 6 8 700.0 8.0 120.0 8 8 10 400.0 8.0 120.0 9 6 9 280.0 8.0 120.0 ... ll 9 10 800.0 8.0 120.0 13 9 12 250.0 8.0 120.0 -15 12 14 1300.0 12.0 120.0 17 14 16 850.0 12.0 120.0 -19 16 18 175.0 12.0 120.0 21 18 20 11 so. 0 12.0 120.0 -23 20 22 250.0 12.0 120.0 -25 22 24 650.0 8.0 120.0 27 24 26 250.0 8.0 120.0 -29 20 26 550.0 12.0 120.0 31 26 28 1700.0 12.0 120.0 -33 2 28 400.0 14.0 120.0 101 12 100 200.0 12.0 120.0 -103 100 102 550.0 8.0 120.0 -105 102 104 500.0 8.0 120.0 107 100 104 600.0 12.0 120.0 109 104 106 600.0 12.0 120.0 111 106 108 450.0 12.0 120.0 -113 106 110 700.0 8.0 120.0 115 106 112 650.0 12.0 120.0 117 112 114 350.0 8.0 120.0 119 112 116 380.0 12.0 120.0 -121 116 118 800.0 12.0 120.0 -123 118 120 275.0 12.0 120.0 125 120 122 275.0 12.0 120.0 -127 122 124 275.0 12.0 120.0 129 118 126 1300.0 8.0 120.0 -131 124 126 275.0 12.0 120.0 133 128 12 6 800.0 12.0 120.0 -135 0 128 2700.0 14.0 120.0 --JUNCTION NUMBER DEHAND ELEVATION CONNECTING 2 10.00 190.00 1 J -4 10.00 199.00 3 c; • A GRP"DE OF MINOR LOSS .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 PIPES 33 K 1 {\ ''"' 1 /1 1 1 VI L 11 1 1 349.00 FIXED GRADE 430.00 349.00 ... .. --Dr't.hortsn.n Dnnroh \'XTo.,f-\XTnf.C).~· Q"',r+e1m A ...... .-.1 .. ,.-.-:...., 1 il/'l 1 I 1 1 1"\..VVV l Vll J..'\...Ull\..111 YY V.::>l VV Ql\,,,1 VJVl\...-111 r\..llalJ-:)1;:) I Vi L 111 I -6 7.00 170.00 c: 7 9 J .. 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 SUPPL'r" ZONES ZONE NO. 1 IS SUPPLIED THROUGH THESE PIPES: 101 135 - THIS SYSTEM HAS 36 PIPES WITH 30 JUNCTIONS , 5 LOOPS AND 3 FGNS --------- Robertson Ranch West \Vater System Analysis "'r .... r,-, 1 11 1 1 Vi L if l l -THE RESULTS JI,RE OBTP.INED J:..FTER 8 TRIALS WITH AN ACCURJ:-.CY -.00342 ... ROBERTSON RANCH WEST WATER SYSTEM ANALYSIS 9360018 • AVERAGE DAY DEMANDS -- - - - - ..... - - - - - --- PIPE NO. NODE NOS. l 0 2 3 5 7 8 9 11 13 15 17 19 21 23 25 27 29 31 33 101 103 lOS 107 109 111 113 115 117 119 121 123 125 127 129 131 133 135 2 4 4 6 6 8 8 10 6 9 9 10 9 12 12 14 14 16 16 18 18 20 20 22 22 24 24 26 20 26 2 6 28 2 28 0 100 100 102 102 104 100 104 104 106 106 108 106 llO 106 ll2 112 114 ll2 116 116 118 118 120 120 122 122 124 118 126 124 126 128 126 0 128 JUNCTION Nm1BER 2 4 6 8 9 10 12 14 16 18 FLOWR.ATE HEAD LOSS PUtVJP HEAD ~lJINOR LOSS VELOCITY HL/1000 183.64 .02 .00 .00 .38 .06 61. 18 51 . 18 15. 31 9.31 28.87 -3.31 25.18 -64. 4 6 -64.46 -72.46 -80.46 -12.51 -17.51 -23.51 -73.95 -105.46 112.46 83.64 16.47 9.47 53.17 55.64 12.00 5.00 32.64 20.00 7.64 -8.36 -16.19 -23.19 -28.19 -8.16 -33.19 47.36 47.36 DEMAND 10.00 10.00 7.00 6.00 7.00 6.00 6.00 .00 8.00 8.00 .11 .05 .01 .00 .01 .00 .01 -.02 -.02 .00 -.03 .00 -.01 -.01 -.01 -.08 .01 .01 .01 .00 .01 .01 .00 .00 .00 .01 .00 .00 .00 .00 .00 .00 .00 .01 .01 GRADE LINE 429.98 429.87 429.82 429.81 429.81 429.81 429.81 429.83 429.85 429.85 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ELEVATION 190.00 199.00 170.00 181.00 158.00 167.00 135.00 125.00 164.01) 168.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 PRESSURE 103.99 100.04 112.59 107.82 117.79 113.89 127.75 132.09 115.20 113.47 .39 .33 .10 .06 . 18 -.02 .16 -.18 -.18 -.21 -.23 -.04 -.11 -.15 -.21 -.30 .23 .24 .ll .06 .15 .16 .03 .03 .09 .13 .02 -.02 -.05 -.07 -.08 -.05 -.09 .13 .10 .12 .09 .01 .00 .03 .00 . 02 -.02 -.02 -.02 -.03 .00 -.01 -.02 -.02 -.05 .02 .03 .01 .00 .Ol .01 .00 .00 .01 .02 .00 .00 .00 .00 .00 .00 -.01 .01 .00 • - - ... - -- - - - - -.. - - - --.. -• Robertson Ra11ch \\1 est \\' ater S ystcm Analysis 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. 4 9 108 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 20.00 348.97 130.01) 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 81.8 9 124 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 OOTFLOV'JS (-) FROtv:I FIXED GRADE NODES PIPE NlJ~1BER 1 135 FLOWRATE 183.64 47.36 THE NET FLOW INTO THE SYSTEM FR0!'-1 FIXED GRADE NODES = THE NET FLOW OOT OF THE SYSTEM INTO FIXED GRADE NODES 231.00 .00 1 1\(1") 1 /1 1 I VI L II I I - - ... .. - - - --- --• ----- -- ------ Robertson Ranch West Water System Analysis 1A/,.....l 111 I VIL l/11 A SUMMARY OF CONDITIONS SPECIFIED FOR THE NEXT SIMULATION FOLLOWS THE DEMANDS ARE CHANGED fROM ORIGINAL VALUES B'l1 A FACTOR 1. 65 THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE : JUNCTION NUMBER 8 DEMAND 1510.00 THE RESULTS ARE OBTAINED AFTER 3 TRIFx.LS WITH AN ACCURACY MAXIMUM DAY DEMANDS PLUS 1500 GPM FIRE FLOW AT NODE 8 .00310 PIPE NO. NODE NOS. FLONRATE 1803.12 771.40 754.90 865.75 HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 1 0 2 3 2 4 5 4 6 7 6 8 8 9 11 13 15 17 19 21 23 25 27 29 31 33 101 103 105 107 109 111 113 115 117 119 121 123 125 127 129 131 133 135 8 6 9 9 12 14 16 18 20 22 24 20 26 2 0 100 102 100 104 106 106 106 112 112 116 118 120 122 118 124 128 0 10 9 10 12 14 16 18 20 22 24 26 26 28 28 100 102 104 104 10 6 108 110 112 114 116 118 120 122 124 126 126 12 6 128 .JUNCTION UfJl'1BER -644.25 -122.40 654.15 -788.10 -936.01 -936.01 -949.21 -962.41 -191.31 -199.56 -209.46 -781.00 -1003.66 1015.21 138.02 27.18 15.63 87.73 91.82 19.80 8.25 53.87 33.00 12. 62 -13.78 -26.75 -38.30 -46.55 -13.43 -54.80 78.13 78.13 DE HAND 1.24 .00 .00 3.76 4.14 12.45 .00 .00 4.92 13.10 6.92 .00 .00 4.82 12.59 11.36 -3.75 ~.12 7. 72 -3.41 -3.38 -2.21 -.47 -3.15 -.03 -.70 -.29 -1.02 -5.03 .57 .02 .01 .00 .02 .02 .00 .00 .01 .01 .00 .00 .00 .00 .00 -.01 .00 .02 .03 GRADE LINE .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ELEVATION .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 PRESSURE 5.53 -4.11 -.78 4.18 -5.03 -2.66 -2.66 -2.69 -2.73 -.54 -1.27 -1.34 -2.22 -2.85 2.12 . 39 .17 .10 .25 .26 .06 .OS .15 .21 .04 -.04 -.08 -.11 -.13 -.09 -. 16 .22 . 16 16.22 -9.39 -. 4 3 9.65 -13.63 -2.60 -2.60 -2.67 -2.74 -.14 -1.07 -1.17 -1.8 6 -2.96 1. 4 3 .08 .03 .01 .03 .04 .00 .00 .01 .04 .00 .00 .00 -.01 -.01 -.01 -.01 .03 .01 .. .... -... - - - ·- --- - - --- • Robet1son Ranch West Water System Analysis 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. 4 3 14 .00 416.30 125.00 126.23 16 13.20 418.51 164.00 ll0.29 18 13.20 418.98 168.00 108.76 20 9.90 4 22. 13 163.00 ll2.29 22 8.25 4 22. 17 154.00 ll6.20 24 9.90 422.86 17 5. 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 11.55 348.97 132.00 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 ll2 8.25 348.94 112.00 102.67 114 33.00 348.92 130.00 94.87 116 26. 4 0 348.94 108.00 104.41 ll8 26. 4 0 348.94 140.00 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 OUTFLOV>JS (-) FROM FIXED GRADE NODES PIPE NUMBE8 1 135 FLOWRATE 1803.12 78. 13 THE NET FLOW INTO THE SYSTEM FROtvJ fiXED GRADE NODES = THE NET FLOW OUT OF THE SYSTElVJ INTO FIXED GRADE NODES 1881.25 .00 10/21111 ·---.. ---.. ---- ... - - -- -• - -• - -• ... ----• Robertson Ranch \Xfcst \1/atcr System Aital)lSis 1 1\ 1-1 1 /1 1 I Vi L 11 I I A SU~~ARY 0~ CONDITIONS SPECIFIED FOR THE NEXT SIMULATION ~OLLOWS THE DEMANDS ARE CHANGED FROt1 ORIGINAL VALUES BY A Fl\CTOR 1.65 THE FOLLOWING SPECIFIC DEMAND CHP..NGES ARE MADE : JUNCTION NUMBER 18 DEMAND 1513.00 THE RESULTS ARE OBTP..INED AFTER 5 TRIALS WITH AN ACCURACY .00061 MAXIMUM DAY DEMANDS PLUS 1500 GPM FIRE FLOW AT NODE 18 PIPE NO. NODE NOS. 1 0 2 3 2 4 5 4 6 7 6 8 9 6 9 11 13 15 17 19 2l 23 25 27 29 31 33 101 103 105 107 109 111 113 115 117 119 121 123 125 127 129 131 133 135 9 9 12 14 16 18 20 22 24 20 26 2 0 100 102 100 104 106 106 106 112 112 116 118 120 122 118 124 128 () 10 12 14 16 18 20 22 24 26 26 28 28 100 102 104 104 106 108 110 112 114 116 118 120 122 124 12 6 126 12 6 128 JTJNCT IGtl Nm1BEP 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 -126.82 498.92 351.00 351.00 337.80 -1175.20 -235.03 -243.28 -253.18 -950.06 -1216.45 1228.00 138.02 27.18 15.63 87.73 91.82 19.80 8.25 53.87 33.00 12.62 -13.78 -2 6. 7 5 -38.30 -46.55 -13.43 -54.80 78.13 78.13 DEt1AND 16.50 -.37 L 46 .SS .36 .07 -4.56 -.05 -1.00 -.42 -1.47 -7.19 .81 .02 .01 .00 .02 .02 .00 .00 . 01 .01 .00 .00 .00 .00 .00 -.01 .00 . 02 .03 GRi\DE LINE 428.76 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ELEVATIOn 190.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 . 0 0 PFEssrm£ 103.46 -.81 3.18 1. 00 1.00 . 96 -3.33 -.67 -1.55 -1.62 -2.69 -3.45 2. 56 .39 .17 .10 .25 .26 .06 .05 . 15 .21 .04 -.04 -.08 -.11 -.13 -.09 -.16 .22 .16 -. 4 6 5.85 . 42 . 4 2 .39 -3.97 -.20 -1.55 -1.66 -2.67 -4.23 2.03 .08 .03 .01 .03 .04 .00 .00 .01 .04 .00 .00 .00 -.01 -.01 -.01 -.01 . 0 3 .01 .. ------ - - - - - --- - - - - - - - Robertson Ranch \Vest \Vater System Analysis 4 16.50 4 21. 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 11.55 348.37 132. 00 94.02 104 11.55 348.97 116.00 100.95 10 6 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 7 :J. 00 12 .89 THE NET SYSTEt1 DEMAND 1880.95 SUM~1AF'{ Of INfLOV11S ( +) AND OUTfLOWS (-) FROM FIXED GRADE NODES PIPE NUMBER 1 135 FLOW RATE 1802.82 78.13 THE NET fLOW INTO THE SYSTEM FROM fiXED GRADE NODES = THE NET fLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES 1880.95 .00 "1 A,,..._ "1 /1 1 IV/ L II I I • --- -- - - -- - --.. -- ------ - - - - Robertso11 Ranch \Vest \Vater S)/Stcm Anal)lSis 1 1\ I 'I 1 I 1 ~ IV/ L I I 1 1 A SUMMARY OF CONDITIONS SPECIFIED FOR THE NEXT SIMULATION FOLLOWS THE DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR l. 65 THE FOLLOWING SPECIFIC DEMAND CHANGES ARE l'1ADE : JUNCTION NUMBER 112 114 DEMAND 1508.00 1533.00 THE RESULTS ARE OBTAINED AFTER 3 TRH\LS fA1ITH AN ACCURACY .00021 MAXIMUM DAY DEMANDS PLUS 3000 GPM FIRE FLOW SPLIT BETWEEN NODES 112 AND 114 PIPE NO. NODE NOS. 1 0 2 3 2 4 5 4 6 7 6 8 8 8 10 9 6 9 ll 13 15 17 19 21 23 25 27 29 31 33 101 103 lOS 107 109 lll 113 115 117 119 121 123 125 127 129 131 133 135 9 9 12 14 16 18 20 22 24 20 26 2 0 100 102 100 104 106 106 106 112 112 116 118 120 122 118 124 128 0 10 12 14 16 18 20 22 24 26 26 28 28 100 102 104 104 106 108 110 112 114 116 118 120 122 124 126 126 126 128 FL01i'IPJI.TE 2100.48 791.12 77 4 . 62 207.74 197.84 555.33 -187.94 731.72 -1213.66 -1213.66 -1226.86 -1240.06 -248.36 -256.61 -266.51 -1001.60 -1281.31 1292.86 1935.47 392.34 380.79 1520.03 1889.27 19.80 8.25 1851.32 1533.00 -1189.68 -1216.08 -941.56 -953.11 -961.36 -300.92 -969.61 1280.43 1280.43 HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 1.65 .00 .00 4.38 5.49 13.04 .00 .00 5.05 13.73 7.26 .00 .00 4.94 13.20 .81 .00 .00 1.33 1.15 .42 .00 .00 1.26 1.05 2.00 .00 .00 3.54 7.13 -.77 .00 .00 -1.20 -.96 2. 97 -5.47 -3.58 -.75 -5.04 -.06 -1.11 -.46 -1.62 -7.91 .89 2.00 2.06 l. 77 3.83 5.73 .00 .00 5.98 16.36 -1. 54 -3.38 -.72 -.74 -.75 -2.98 -.76 3. 72 5.92 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 • OD .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 4. 67 -3.44 -3.44 -3.48 -3.52 -.70 -1.64 -1.70 -2.84 -3.63 2.69 5.49 2.50 2. 4 3 4.31 5.36 .06 .OS 5.25 9.78 -3.37 -3.4 5 -2.67 -2.70 -2.73 -1.92 -2.75 3.63 2.67 11.88 -4. 2l -4.21 -4.29 -4.38 -.22 -1.71 -1.83 -2.95 -4.65 2.23 9.99 3.75 3.54 6.39 9.55 .00 .00 9.20 4 6. 7 4 -4.06 -4.23 -2.63 -2.69 -2.73 -2.29 -2.78 4.65 2.19 ... .. • -.. - ... .. -- - - --- - - --.. ---- • Robertson Ranch \Vest \Vater System Analysis JUNCTION NUJViBER DE1"1AND G?.ADE LINE ELEVATION PRESSURE 2 16.50 428.35 190.00 103.29 4 16.50 415.31 199.00 93.74 6 ll. 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.~0 403.08 135.00 116.17 14 .00 408.56 125.00 122.87 16 l3. 20 412.14 164.00 107.53 18 l3. 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 l7 5. 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 7 9. 06 112 1508.00 331.46 112.00 95.10 114 1533.00 315.10 130.00 80.21 116 2 6. 4 0 333.00 108.00 97.50 118 26. 4 0 336.38 140.00 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 OUTFLO'i'JS (-) FROM FIXED GRADE NODES PIPE NUMBER 1 135 E'LOWRATE 2100.48 1280.43 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = THE NET FLOW OUT OF THE SYSTEM INTO fiXED GRADE NODES 3380.90 .00 10/21/11 .. • --... ----- - - - - - - - - - - --- Robert son Ranch West \Vater S ystern Analysis 'l A/~ "1 11 1 l V/ L 11 l l A SUMMARY OF CONDITIONS S2ECIFIED FQR 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 106 108 DEMAND 2010.00 2020.00 THE RESULTS AP.E OBTAINED Fd''TER 1 TP.IALS ~JITH AN ACCURACY .00001 MAXIMUM DAY DEMAND PLUS 4000 GPM FIRE FLOW SPLIT BETWEEN NODES 106 AND 108 PIPE NO. NODE NOS. 1 0 2 3 5 7 8 9 11 13 15 17 19 21 23 25 27 29 31 33 101 103 105 107 109 111 113 115 117 119 121 123 125 127 129 131 133 13c:; 2 4 6 8 6 9 9 12 14 16 18 20 22 24 20 26 2 0 100 102 100 104 106 106 106 112 112 116 118 120 122 118 124 128 0 4 6 8 10 9 10 12 14 16 18 20 22 24 26 26 28 28 100 102 104 104 106 108 110 112 114 116 118 120 122 124 126 126 12 6 128 FLO\rJRATE 2988.55 1131.96 1115.46 297.19 287.29 806.73 -277.39 1072.56 -1760.88 -1760.88 -1774.08 -1787.28 -360.80 -369.05 -378.95 -1436.38 -1828.53 1840.08 2823.55 572.53 560.98 2227.92 2777.35 2020.00 8.25 -1260.90 33.00 -1302.15 -1328.55 -1027.12 -1038.67 -1046.92 -327.83 -1055.17 1392. 90 1392.9() HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 3.16 .00 .00 6.23 10.54 25.32 .00 .00 7.22 26.65 14.27 l. 57 • 8 4 3.99 -1.58 6.03 -10.90 -7.13 -1. 4 9 -9.91 -.11 -2.17 -.88 -3.16 -15.29 1.72 4.02 4. 15 3.63 7.78 11.70 4.87 .00 -2.94 .01 -1.82 -3.98 -.85 -.87 -.88 -3. 4 9 -.89 4. 35 6.92 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 7.12 l. 90 1. 83 5.15 -1.77 6.85 -4.99 -4.99 -5.03 -5.07 -1.02 -2.36 -2.42 -4.07 -5.19 3.83 8.01 3.65 3.58 6.32 7.88 5. 73 .05 -3.58 .21 -3.69 -3.77 -2.91 -2.95 -2.97 -2.rJ9 -2.99 3.95 2.90 25.94 2.24 2.10 14.23 -1.97 24.12 -8.39 -8.39 -8.50 -8.62 -. 4 5 -3.34 -3.51 -5.75 -8.99 4.29 20.11 7.54 7.26 12.97 19.50 10.81 .00 -4.52 .04 -4.80 -4.98 -3.09 -3.16 -3.20 -2.69 -3.2 5 s. 4 3 2.56 .. • -.. -.. -... - - - - -- ... - - ·- - --- Robertso11 Rancl1 \X/ est \"-/ ater System l\nal ysis ,JUNCTION t~UMBER OEUIAND GRADE LHJE ELE'IATION PEESSU?.E 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 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 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 20 9.90 406.67 163.00 105.59 22 8.25 406.78 154.00 109.54 24 9.90 408.95 17 5. 00 101.38 26 13.20 409.83 182.00 98.73 28 11.55 425.12 190.00 101.83 100 23.10 344.98 135.00 90.99 102 11.55 340.83 132.00 90.49 104 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. 4 9 155.00 73.88 112 8.25 328.43 112.00 93.79 114 33.00 328.42 130.00 85.98 116 26.40 330.26 108.00 96.31 118 26.40 334.24 140.00 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 73.16 126 9.90 337.73 164.00 75.28 128 .00 342.08 70.00 ll 7. 90 THE NET SYSTEM DEUJAND 4381.45 SUMMAEY OF INFLOWS ( +) AND OUTFLOWS (-) FEOt1 FIXED GRADE NODES PIPE NUMBER 1 135 FLOWRATE 2988.55 1392.90 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES 4381.45 .00 A SUMMARY OF CONDITIONS SPECIFIED FOR THE NEXT SIMULATION FOLLOWS THE DEr1AUDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOE l. 65 THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE : JUNCTION NUMBER DEMAND 110 1508.00 THE RESULTS ARE OBTAINED AFTEE 2 TRIALS WITH AN ACCURACY .00045 1 (\ /') 1 /1 1 1 VI L. 1 f 1 1 '---,. - - - - - - - --• ---• -• ---- • Robertson Ranch \Vest \Vater System Analysis 1A!--.1 /'1 1 l Vi L II l l !'1AXIMU1vJ DAY DEMANDS PLUS 1500 GPM FIRE FLOW AT NODE 110 19 PIPE NO. NODE NOS. FLOWRATE 1305. 02 485.81 469.31 127.56 117.66 330.19 1 0 2 3 5 7 8 9 11 13 15 21 23 25 27 29 31 33 101 103 105 107 109 111 113 115 117 119 121 123 125 127 129 131 133 135 16 2 4 6 8 6 9 9 12 18 18 20 22 24 20 26 2 0 100 102 100 104 106 106 106 112 112 116 118 120 122 118 124 128 0 4 6 8 10 9 10 12 14 -107.76 426.41 -723.51 -736.71 20 -749.91 22 -147.64 24 -155.89 26 -165.79 26 -612.17 28 -791.17 28 100 102 104 104 106 108 110 112 114 116 118 120 122 124 126 126 126 128 802.72 1140.02 230.94 219.39 885.98 1093.82 19.80 1508.00 -443.88 33.00 -485.13 -511.53 -405.61 -417.16 -425.41 -132.32 -433.66 575.88 575.88 JUNCTION NUMBER 2 DEMAND 16.50 16.50 11.55 4 6 8 9 10 12 14 16 9.90 11.55 9.90 9.90 .00 13.2() LL20 9.90 HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 .68 .00 .00 2.72 2.27 5.29 .00 .00 3.10 5.56 2.87 .00 .00 3.00 5.22 .33 .00 .00 .81 .47 .16 .00 .00 .75 .40 .76 -.27 l. 09 -2.10 -.29 -1.98 -.02 -.44 -.19 -.65 -3.24 .37 .75 .77 . 64 l. 41 2.08 .00 31.74 -.42 .01 -.29 -.68 -.15 -.16 -.17 -.65 -.17 .85 l. 35 GRADE LINE 429.32 424.03 421.16 420.83 420.40 420.67 419.31 421.41 422.78 423.07 425.06 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 . 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ELEVATION 190.00 199.00 170.00 181. 00 158.00 167.00 135.00 125.00 164.00 168.00 163.00 .00 .00 .00 .00 2.11 -.69 2.72 -2.05 2.72 -.34 4.37 -1.62 -2.09 -1.67 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .OG .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 PRESSURE 103.70 97.51 108.84 103.93 113.71 109.93 123.20 128.44 112.14 110.53 113.56 -2.13 -1.73 -.42 -.09 -.99 -.68 -1.06 -1.74 -2.24 l. 67 3.23 l. 4 7 l. 4 0 2.51 3.10 .06 9.62 -1.26 .21 -1.38 -1.4 5 -1.15 -1.18 -1.21 -.84 -1.23 l. 63 l. 20 -. 76 -1.19 -1.91 .92 3.75 l. 4 0 l. 28 2.35 3.47 .00 45.34 -.65 .04 -.77 -.85 -.55 -.58 -.60 -.50 -.63 l. 06 .50 ... .. - - - - - - ---- -- - - -.... .. Robertson Ranch \Vest \\1ater System f\.nalysis 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 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 93.37 104 11.55 346.84 116.00 100.03 106 9.90 344.76 124.00 95.66 108 19.80 344.76 104.00 104.33 110 1508.00 313.02 155.00 68.47 112 8.25 345.18 112.00 101.05 114 33.00 345.17 130.00 93.24 116 26.40 345.47 108.00 102.91 118 26.40 346.15 140.00 89.33 120 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 79.22 128 .00 347.65 70.00 120.32 THE NET SYSTEM DEMAND 1880.90 SUMMARY OF INFLOVIIS ( +) AND OUTfLO\AIS (-) fROM fiXED GRADE NODES PIPE NUMBER 1 135 FLOWRATE 1305.02 575.88 THE NET FLOVIJ INTO THE SYSTEH fRO!VJ FIXED GRADE NODES = THE NET FL0\'1 OUT OF THE s··{STEfvl INTO fiXED GPADE NODES 1880.90 .00 1 I'd'> 1 /1 1 IVIL Ill I .. - • .. -- - -- --- - --.. ... -- - -- P'"obertso11 Ra11ch \"/est \A/ ater System Analysis 1 f\ 1'"1 1 I 1 1 1 Vi L. 11 1 1 A SUMMARY Of CONDITIONS SPECIFIED FOR THE NEXT SIMULATION FOLLOWS THE OD1ANOS ARE CHANGED fROtJ! ORIGINAL VALUES BY P., fACTOR 2. 90 THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY .00061 PEAK HOUR DEMANDS PIPE NO. NODE NOS. 1 0 2 3 2 4 5 4 6 7 6 8 8 8 10 9 6 9 ll 9 10 13 9 12 15 12 14 l7 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 12 6 135 0 128 JUNCTION NUt1BER 2 4 6 2 FLOWRATE 532.58 177.44 148.44 44.41 27.01 83.73 -9.61 73.04 -186.94 -186.94 -210.14 -233.34 -36.28 -50.78 -68.18 -214.45 -305.84 326.14 242.58 47.78 27.4 8 154.20 161.38 34.80 14.50 94.68 58.00 22.18 -24.22 -47.02 -67.32 -81.82 -23.61 -96.32 137.32 137.32 DEMAND 29.00 29.00 20.30 17.40 HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 .13 .00 .00 1.11 .43 .82 .00 .00 1.13 .86 .34 .00 .00 .95 .62 .OS .00 .00 .28 .07 .01 .00 .00 .17 .03 .06 .00 .00 .53 .21 .00 .00 .00 -.06 .00 .04 .00 .00 .47 .17 -.17 .00 .00 -.53 -.13 -.11 .00 .00 -.53 -.13 -.03 .00 .00 -.60 -.16 -.23 .00 .00 -.66 -.20 .00 .00 .00 -.10 -.01 -.06 .00 .00 -.32 -.08 -.04 .00 .00 -.44 -.15 -.09 .00 .00 -.61 -.17 -.56 .00 .00 -.87 -.33 .07 .00 .00 .68 .17 .04 .00 .00 .69 .21 .04 .00 .00 .30 .08 .01 .00 .00 .18 .03 .06 .00 .00 .44 .09 .06 .00 .00 .46 .10 .00 .00 .00 .10 .01 .01 .00 .00 .09 .01 .02 .04 .00 .00 .00 -.01 -.01 -.03 -.01 .06 .09 GRADE LINE 429.87 429.05 4 28. 71 428.66 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ELEVATION 190.00 199.00 170.00 181.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 PRESSURE 103.94 99.69 112.11 107.32 .27 . 37 .06 -.07 -.13 -.19 -.23 -.15 -.27 .39 . 2 9 .04 . 11 .00 .00 -.01 -.02 -.03 -.02 -.04 .07 .04 • • • --- -- -- .... ... --... • Robertso11 Ranch \'lest \X/ater Syrstem Analysis 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. 4 3 108 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 58.00 348.73 130.00 94.80 116 46.40 348.82 108.00 104.35 118 46.40 348.82 140.00 90. 4 9 120 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 SYSTEtJJ DElVJAND 669.90 SUMMARY Of INFLO\i"JS ( +) P.,ND OUTFLOV,JS (-) FR011 FIXED GRADE NODES PIPE NUMBER 1 135 FLOifJRATE 532.58 137.32 THE NET fLOW INTO THE SYSTEM FROJVI FIXED GRADE NODES = THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES 669.90 .00 1nr>1111 1 Vf L...l/ 1 1