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Home My WebLink AboutCT 04-09; La Costa Greens Neighborhood 1.17; Water System Analysis; 2004-09-03DEXTER WILSON ENGINEERING, INC. WATER • WASTEWATER • ENVIRONMENTAL CONSULTING ENGINEERS WATER SYSTEM ANALYSIS FOR LA COSTA GREENS NEIGHBORHOOD 1.17 September 3, 2004 HAR 1 7 2005 ENGINEERING DEPARTMENT 703 PALOMAR AIRPORT ROAD, SUITE 300 • CARLSBAD, CA 92009 • (760) 438-4422 s ftCTor-01-/ ^ , ,-, -J PL WATER SYSTEM ANALYSIS FOR LA COSTA GREENS NEIGHBORHOOD 1.17 September 3, 2004 Dexter Wilson Engineering, Inc. 703 Palomar Airport Road Suite 300 Carlsbad, CA 92009 (760) 438-4422 Job Number: 681-024 DEXTER WILSON ENGINEERING, INC. September 3, 2004 DEXTER S. WILSON, P.E. ANDREW M. OVEN, P.E. STEPHEN M. NIELSEN, P.E. MICHAEL J. FILECCIA, P.E. DIANE H. SHAUGHNESSY, P.E. 681-024 Morrow Development 1903 Wright Place, Suite 180 Carlsbad, CA 92008 Attention: Tim O'Grady, Vice President Subject: Water System Analysis for La Costa Greens Neighborhood 1.17 Introduction This letter-report provides a water system analysis for Neighborhood 1.17 of the La Costa Greens project. This report determines the required water line sizes to meet domestic and fire flow requirements for the project and identifies connections to the existing water system that will occur in the vicinity of the project. The portion of La Costa Greens covered by this study is located south of Poinsettia Lane, east of El Camino Real, on the west side of the La Costa Greens project. The neighborhood analyzed in this study is identified on Figure 1. Neighborhood 1.17 of the La Costa Greens project is within the 318 and 375 Zones of the Carlsbad Municipal Water District (CMWD) for water service. The project will obtain water service by connecting to a 16-inch 375 Zone water line in Poinsettia Lane and to an 8-inch 318 Zone water line at the south end of the project. The water system improvements internal to the project will be completed concurrent with required street improvements for the project. 703 PALOMAR AIRPORT ROAD, SUITE 3OO CARLSBAD, CA 92009 • (760)438-4422 • FAX (76O) 438-0173 Tim O'Grady September 3, 2004 Page 2 The portion of La Costa Greens analyzed herein proposes single family residential development. Figure 1 provides the proposed development layout for the project. Water System Design Criteria The basic design criteria utilized in sizing the water distribution system piping includes a minimum residual pressure of 40 psi under peak hour flow conditions, and a residual pressure of at least 20 psi under maximum day demand plus fire flow conditions. The peaking factors used in analyzing various demand scenarios are 1.65 for average day to maximum day demands, and 2.9 for average day to peak hour demands. A computer analysis (KYPIPE Program, University of Kentucky) was used to determine residual pressures throughout the distribution system model. This computer program utilizes the Hazen-Williams equation for determining headloss with a "C" value of 120 used for all pipes. Fire Flows The fire flow requirement from the March 2003 CMWD Water Master Plan Update is 1,500 gpm for single family residential development. This fire flow was modeled at a single hydrant location. Projected Water Demand The projected water demand for the La Costa Greens project was estimated by using water duty factors from the March 2003 CMWD Water Master Plan Update. Table 1 Tim O'Grady September 3, 2004 PageS summarizes the development, water duty factors, and projected water demand for the project by service zone. TABLE 1 LA COSTA GREENS PROJECTED WATER DEMANDS Existing Water System Facilities Neighborhood 1.17 of the La Costa Greens project is located within the 318 and 375 Water Service Zones of the CMWD. This area of the District's system is supplied by a 16-inch 375 Zone line in Poinsettia Lane and an 8-inch 318 Zone water line that was constructed by the neighborhood south of Neighborhood 1.17. The location of these facilities are provided on Figure 1. Water System Analysis Appendix A contains the computer analyses performed for the project. Exhibit "A" presents the node and pipe diagram for the onsite computer model and shows the recommended water system sizes for the piping within the project. The modeling performed for the project includes maximum day demand plus fire flow scenarios, as well as average day demand and peak hour demand scenarios. Tim O'Grady September 3, 2004 Page 4 Proposed Water System Figure 1 provides the proposed potable water system for Neighborhood 1.17 of the La Costa Greens project. The project will be supplied by connecting to the proposed 16- inch water line in Poinsettia Lane, connecting to an existing 8-inch water line to the south, and constructing onsite 8-inch water lines. The computer output in Appendix A verifies that construction of the improvements on Figure 1 will provide adequate domestic and fire protection service to La Costa Greens Neighborhood 1.17. Table 2 summarizes the expected lot elevation and static pressure ranges for the project. TABLE 2 WATER SERVICE ZONE SUMMARY * """.' i **' "• '-" ' ' • -,„••,— 375 318 169 117 261 167 49 65 89 87 NORMALLY CLOSED VALVE \ LEGEND -EXISTING 375 ZONE WATER PROPOSED 375 ZONE WATER EXISTING 318 ZONE WATER PROPOSED 318 ZONE WATER FIRE HYDRANT FIGURE 1 LA COSTA GREENS PA 1.17 PROPOSED WATER LAYOUTNOTE: ALL PIPES ARE 8" UNLESS OTHERWISE NOTED CS2U:\681024\LA-COSTA-GREENS\FIGURE-1,DWG 09-02-04 10:33:41 Tim O'Grady September 3, 2004 Page 6 Conclusions and Recommendations The following is a summary of our conclusions and recommendations based on our study: 1. The recommended potable water system configuration and sizes for pipelines to serve La Costa Greens Neighborhood 1.17 are shown on Figure 1. 2. Water service to the project will be provided by the CMWD 318 and 375 Zone Water System. Two connections to the 16-inch water line in Poinsettia Lane, and a connection to the existing 8-inch line to the south are recommended. 3. Individual pressure regulating valves should be installed on all lots that are expected to have water service pressures of greater than 80 psi. 4. As summarized in Table 2, some of the upper lots within the project will receive marginally low static pressures of less than 60 psi. The computer modeling verifies that adequate fire protection service can be provided to all lots on the project. Tim O'Grady September 3, 2004 Page 7 Thank you for the opportunity to assist you with the water system planning for this project. If you have any questions regarding the contents of this report, please do not hesitate to call. We are available to discuss this report with you at your convenience. Dexter Wilson Engineering, Inc. Stephen M. Nielsen SMN:jbk Attachments APPENDIX A COMPUTER OUTPUT The following conditions were modeled: 1. Average Day Demands 2. Maximum Day Demands 3. Maximum Day Demands plus 1,500 gpm Fire Flow at Node 6 4. Maximum Day Demands plus 1,500 gpm Fire Flow at Node 26 5. Maximum Day Demands plus 1,500 gpm Fire Flow at Node 28 6. Maximum Day Demands plus 1,500 gpm Fire Flow at Node 52 7. Peak Hour Demands FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS PIPE NO. NODE NOS. 1 3 5 7 9 11 13 15 17 19 21 23 25 27 29 31 33 35 51 53 55 LINE 55 JUNCTION 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 50 52 0 2 4 6 8 8 2 12 14 14 16 20 16 22 24 24 30 20 0 50 52 2 4 6 8 10 12 12 14 10 16 20 18 22 24 26 28 28 30 50 52 30 LENGTH (FEET) 650 680 320 60 450 480 250 430 250 380 380 190 280 420 90 250 200 300 450 290 130 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 DIAMETER (INCHES) 16.0 16.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 ROUGHNESS MINOR LOSS K FIXED GRADE 120. 120. 120. 120. 120. 120. 120. 120. 120. 120. 120. 120. 120. 120. 120. 120. 120. 120. 120. 120. 120. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .00 375.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 318.00 .00 .00 IS CLOSED NUMBER DEMAND 1 2 2 2 2 2 1 3 1 1 1 1 2 .00 .00 .61 .95 .95 .68 .14 .68 .07 . 80 .48 . 61 .07 .34 .80 .07 .14 ELEVATION .00 .00 •' 255.30 255.30 242.30 231.20 218.50 203.10 185.70 183 .00 218.00 214.80 214.50 177 .80 169.30 137.90 163.50 CONNECTING 1 3 5 7 9 11 15 19 23 21 25 27 29 31 33 51 53 3 5 7 9 17 13 17 21 23 27 29 33 35 53 55 PIPES 13 11 15 19 25 35 31 55 OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD 3 VALUES ARE OUTPUT FOR MAXIMUM AND MINIMUM PRESSURES THIS SYSTEM HAS 21 PIPES WITH 17 JUNCTIONS , 3 LOOPS AND 2 FGNS THE RESULTS ARE OBTAINED AFTER 8 TRIALS WITH AN ACCURACY = .00175 681024.OUT Page 1 of 10 WATER ANAYLSIS LA COSTA GREENS P.A. 1.17 AVERAGE DAILY DEMAND 681-024 PIPE NO. 1 3 5 7 9 11 13 15 17 19 21 23 25 27 29 31 33 35 51 53 LINE 55 NODE NOS. 0 2 4 6 8 8 2 12 14 14 16 20 16 22 24 24 30 20 0 50 IS 2 4 6 8 10 12 12 14 10 16 20 18 22 24 26 28 28 30 50 52 CLOSED FLOWRATE 25.18 11.21 11.21 9.60 8.24 -1.58 13.97 9.70 -5.29 12.85 4.51 1.07 5.66 2.18 1.07 -.50 1.84 2.64 3.21 2.14 HEAD LOSS .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 PUMP HEAD .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 MINOR LOSS .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 VELOCITY .04 .02 .07 .06 .05 -.01 .09 .06 -.03 .08 .03 .01 .04 .01 .01 .00 .01 .02 .02 .01 HL/1000 .00 .00 .01 .00 .00 .00 .01 .00 .00 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 JUNCTION NUMBER 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 50 52 DEMAND .00 1 2 2 2 2 2 1 3 1 1 1 1 2 .00 .61 .95 .95 .68 .14 .68 .07 .80 .48 .61 .07 .34 .80 .07 .14 GRADE 375 375 375 375 375 375 375 374 374 374 374 374 374 374 374 318 318 LINE .00 .00 .00 .00 .00 .00 .00 .99 .99 .99 .99 .99 .99 .99 .99 .00 .00 ELEVATION PRESSUR: 255 255 242 231 218 203 185 183 218 214 214 177 169 137 163 .30 .30 .30 .20 .50 . 10 .70 .00 .00 .80 .50 .80 .30 . 90 .50 51 51 57 62 67 74 82 83 68 69 69 85 89 78 66 .87 .87 .50 .31 .81 .49 .03 .20 .03 .42 .55 .45 . 13 . 04 .95 30 28 20 8 6 10 MAXIMUM PRESSURES .80 374.99 169.30 1.34 374.99 177.80 .80 374.99 183.00 MINIMUM PRESSURES 2.95 375.00 255.30 1.61 375.00 255.30 2.95 375.00 242.30 89.13 85.45 83 .20 51.87 51.87 57.50 THE NET SYSTEM DEMAND = 28.39 SUMMARY OF INFLOWS(+} AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER 1 FLOWRATE 25.18 681024.OUT Page 2 of 10 51 3.21 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 28.39 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00 A SUMMARY OF CONDITIONS SPECIFIED FOR THE NEXT SIMULATION FOLLOWS THE DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR = 1.65 THE RESULTS ARE OBTAINED AFTER 2 TRIALS WITH AN ACCURACY = .00000 MAXIMUM DAILY DEMAND PIPE NO. NODE NOS. 1 3 5 7 9 11 13 15 17 19 21 23 25 27 29 31 33 35 51 53 LINE 0 2 4 6 8 8 2 12 14 14 16 20 16 22 24 24 30 20 0 50 55 IS 2 4 6 8 10 12 12 14 10 16 20 18 22 24 26 28 28 30 50 52 CLOSED FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS 41 18 18 15 13 -2 23 16 -8 21 7 1 9 3 1 - 3 4 5 3 .55 . .50 .50 .84 .59 .61 .05 .01 .72 .20 .45 .77 .33 .59 .77 .83 .04 .36 .30 .53 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .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 VELOCITY HL/1000 .07 .03 .12 .10 .09 -.02 .15 .10 -.06 .14 .05 .01 .06 .02 .01 -.01 .02 .03 .03 .02 .00 .00 .01 .01 .01 .00 .02 .01 .00 .02 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 JUNCTION NUMBER 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 50 52 DEMAND .00 2 4 4 4 3 4 1 1 5 2 1 2 1 1 3 .00 .66 . 87 .87 .42 .53 .42 .77 .32 .74 .66 .77 .21 .32 .77 .53 GRADE 375 375 374 374 374 374 374 374 374 374 374 374 374 374 374 318 318 LINE .00 .00 .99 .99 .99 .99 .99 .98 .98 .98 .98 .98 .98 .98 .98 .00 .00 ELEVATION PRESSUR 255 255 242 231 218 203 185 183 218 214 214 177 169 137 163 .30 .30 .30 .20 .50 .10 .70 .00 .00 .80 .50 .80 .30 .90 .50 51 51 57 62 67 74 82 83 68 69 69 85 89 78 66 .87 .87 .50 .31 .81 .48 .02 .19 .03 .41 .54 .45 .13 .04 .95 MAXIMUM PRESSURES 681024.0UT Page 3 of 10 30 28 20 8 6 10 1.32 2.21 1.32 374.98 374.98 374.98 MINIMUM PRESSURES 4.87 374.99 2.66 374.99 4.87 374.99 169.30 177.80 183.00 255.30 255.30 242.30 89.13 85.45 83.19 51.87 51.87 57.50 THE NET SYSTEM DEMAND = 46.84 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER 1 51 FLOWRATE 41.55 5.30 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES 46.84 .00 A SUMMARY OF CONDITIONS SPECIFIED FOR THE NEXT SIMULATION FOLLOWS THE DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE : JUNCTION NUMBER DEMAND 6 1502.66 1.65 THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY .00398 MAXIMUM DAILY DEMAND PLUS 1500 GPM FIRE FLOW AT NODE 6 PIPE 1 3 5 7 9 11 13 15 17 19 21 23 25 27 29 31 33 35 51 53 LINE NO. NODE NOS. 0 2 4 6 8 8 2 12 14 14 16 20 16 22 24 24 30 20 0 50 55 IS 2 4 6 8 10 12 12 14 10 16 20 18 22 24 26 28 28 30 50 52 CLOSED FLOWRATE 1541.55 843.48 843.48 -659.18 -248.87 -415. 17 698.07 278.47 253.74 21.20 7.45 1.77 9.33 3.59 1.77 -.83 3.04 4.36 5.30 3.53 HEAD LOSS 1.05 .36 4.95 -.59 - .73 -2.00 2.72 .85 .42 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 PUMP HEAD .00 .00 .00 .00 . 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 MINOR LOSS .00 .00 .00 .00 .00 . 00 . 00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 VELOCITY 2.46 1.35 5.38 -4.21 -1.59 -2 . 65 4.46 1.78 1.62 .14 .05 .01 .06 .02 .01 -.01 .02 .03 .03 .02 HL/1000 1.61 .53 15.46 -9.79 -1.61 -4 . 16 10.89 1.99 1.67 .02 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 681024.OUT Page 4 of 10 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 50 52 .00 .00 1502.66 4.87 4.87 4.42 3.53 4.42 1.77 1.32 5.74 2.66 1.77 2.21 1.32 1.77 3.53 373.95 373.59 368.64 369.23 369.96 371.23 370.37 370.37 370.37 370.37 370.37 370.37 370.37 370.37 370.37 318.00 318.00 255.30 255.30 242.30 231.20 218.50 203.10 185.70 183.00 218.00 214.80 214.50 177.80 169.30 137.90 163.50 49.12 49.37 55.32 60.68 65.81 72.48 80.02 81.19 66.03 67.41 67.54 83.45 87.13 78.04 66.95 30 28 20 6 8 10 MAXIMUM PRESSURES 1.32 370.37 169.30 2.21 370.37 177.80 1.32 370.37 183.00 MINIMUM PRESSURES 1502.66 368.64 255.30 4.87 369.23 255.30 4.87 369.96 242.30 87.13 83.45 81.19 49.12 49.37 55.32 THE NET SYSTEM DEMAND = 1546.85 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER 1 51 FLOWRATE 1541.55 5.30 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 1546.85 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00 A SUMMARY OF CONDITIONS SPECIFIED FOR THE NEXT SIMULATION FOLLOWS THE DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR = 1.65 THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE : JUNCTION NUMBER DEMAND 26 1501.77 THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY = .00065 MAXIMUM DAILY DEMAND PLUS 1500 GPM FIRE FLOW AT NODE 26 PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 0 2 4 6 8 2 4 6 8 10 1541.55 672.06 672.06 669.40 665.74 1.05 .24 3.25 .60 4.49 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 2.46 1.07 4.29 4.27 4.25 1.61 .35 10.15 10.08 9.97 681024.OUT Page 5 of 10 11 13 15 17 19 21 23 25 27 29 31 33 35 51 53 LINE 8 2 12 14 14 16 20 16 22 24 24 30 20 0 50 55 IS 12 12 14 10 16 20 18 22 24 26 28 28 30 50 52 CLOSED -1 869 863 -660 1521 661 1 855 849 1501 -654 656 658 5 3 .21 .49 .86 .88 .21 .11 .77 .68 .93 .77 .49 .70 .02 .30 .53 4 6 -2 17 3 4 6 4 -2 1 2 .00 .09 .95 .46 .51 .74 .00 .44 .58 .05 .42 .94 .93 .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 - 5 5 -4 9 4 5 5 9 -4 4 4 .01 .55 .51 .22 .71 .22 .01 .46 .42 .58 .18 .19 .20 .03 .02 .00 16.35 16.16 -9.84 46.08 9.85 .00 15.87 15.68 44.99 -9.66 9.72 9.76 .00 .00 JUNCTION NUMBER DEMAND 2 .00 4 6 8 10 12 14 16 18 20 22 24 26 28 30 50 52 . 2. 4. 4. 4 . 3. 4 . 1. 1. 5. 2. 1501. 2. 1. 1. 3. 00 66 87 87 42 53 42 77 32 74 66 77 21 32 77 53 GRADE 373 373 370 369 365 369 362 345 341 341 340 334 330 336 338 318 318 LINE .95 .71 .47 .86 .37 .86 .91 .41 .66 .66 .96 .38 .33 .79 .74 .00 .00 ELEVATION PRESSUR] 255 255 242 231 218 203 185 183 218 214 214 177 169 137 163 .30 .30 .30 .20 .50 .10 .70 .00 .00 .80 .50 .80 .30 .90 .50 49 49 53 60 62 61 67 68 53 51 50 68 73 78 66 .91 .64 .33 .09 .58 .67 .58 .75 .28 .82 .19 .90 .42 .04 .95 50 30 28 8 6 26 MAXIMUM PRESSURES 1.77 318.00 137.90 1.32 338.74 169.30 2.21 336.79 177.80 MINIMUM PRESSURES 4.87 369.86 255.30 2.66 370.47 255.30 1501.77 330.33 214.50 78 .04 73.42 68.90 49.64 49.91 50. 19 THE NET SYSTEM DEMAND = 1546.85 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER 1 51 FLOWRATE 1541.55 5.30 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 1546.85 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 681024.0UT Page 6 of 10 THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE JUNCTION NUMBER DEMAND 28 1502.21 THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY = .00008 MAXIMUM DAILY DEMAND PLUS 1500 GPM FIRE FLOW AT NODE 28 PIPE NO. NODE NOS. 1 3 5 7 9 11 13 15 17 19 21 23 25 27 29 31 33 35 51 53 LINE 0 2 4 6 8 8 2 12 14 14 16 20 16 22 24 24 30 20 0 50 55 IS 2 4 6 8 10 12 12 14 10 16 20 18 22 24 26 28 28 30 50 52 CLOSED FLOWRATE 1541 672 672 669 665 -1 869 863 -660 1521 772 1 744 738 1 734 768 769 5 3 .55 .06 .06 .40 .74 .21 .49 .86 .87 .20 .41 .77 .37 .63 .77 .21 .00 .32 .30 .53 HEAD 1 3 4 4 6 -2 17 4 3 5 2 2 3 LOSS PUMP HEAD MINOR LOSS VELOCITY .05 .24 .25 .60 .49 .00 .09 .95 .46 .51 .99 .00 .43 .08 .00 .99 .60 .91 .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 2 1 4 4 4 - 5 5 -4 9 4 4 4 4 4 4 .46 .07 .29 .27 .25 .01 .55 .51 .22 .71 .93 .01 .75 .71 .01 .69 .90 .91 .03 .02 HL/1000 1.61 .35 10.15 10.07 9.97 .00 16.35 16.16 -9.84 46.08 13.13 .00 12.26 12.09 .00 11.96 12.99 13 .04 .00 .00 JUNCTION NUMBER DEMAND 2 . 00 4 6 8 10 12 14 16 18 20 22 24 26 28 30 50 52 2 4 4 4 3 4 1 1 5 2 1 1502 1 1 3 .00 .66 .87 .87 .42 .53 .42 .77 .32 .74 .66 .77 .21 .32 .77 .53 GRADE 373 373 370 369 365 369 362 345 340 340 341 336 336 333 336 318 318 LINE . 95 .71 .47 .86 .37 .86 .91 .41 .41 .41 .97 .89 .89 .91 .50 .00 .00 ELEVATION PRESSUR: 255 255 242 231 218 203 185 183 218 214 214 177 169 137 163 .30 .30 .30 .20 .50 .10 .70 .00 .00 .80 .50 .80 .30 .90 .50 49 49 53 60 62 61 67 68 53 52 53 67 72 78 66 .91 .64 .33 .09 .58 . 67 . 04 .21 .72 .91 .04 .65 .46 .04 .95 50 30 20 MAXIMUM PRESSURES 1.77 318.00 137.90 1.32 336.50 169.30 1.32 340.41 183.00 78.04 72.46 68.21 8 6 24 MINIMUM PRESSURES 4.87 369.86 255.30 2.66 370.47 255.30 2.66 336.89 214.80 49.64 49.91 52 .91 681024.OUT Page 7 of 10 THE NET SYSTEM DEMAND = 1546.84 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER 1 51 FLOWRATE 1541.55 5.30 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = 1546.84 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = .00 A SUMMARY OF CONDITIONS SPECIFIED FOR THE NEXT SIMULATION FOLLOWS THE DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR = 1.65 THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE : JUNCTION NUMBER DEMAND 52 1502.21 THE RESULTS ARE OBTAINED AFTER 2 TRIALS WITH AN ACCURACY = .00156 MAXIMUM DAILY DEMAND PLUS 1500 GPM FIRE FLOW AT NODE 52 PIPE NO. 1 3 5 7 9 11 13 15 17 19 21 23 25 27 29 31 33 35 51 53 LINE 55 JUNCTION 2 4 6 8 10 12 14 16 NODE NOS. 0 2 4 6 8 8 2 12 14 14 16 20 16 22 24 24 30 20 0 50 IS 2 4 6 8 10 12 12 14 10 16 20 18 22 24 26 28 28 30 50 52 CLOSED NUMBER FLOWRATE 41.55 18.50 18.50 15.84 13 .59 -2 .62 23 .05 16.01 -8.72 21.20 7.46 1.77 9.32 3.58 1.77 -.84 3.05 4.37 1503.98 1502.21 DEMAND .00 .00 2.66 4.87 4.87 4.42 3.53 4.42 HEAD LOSS .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .00 .00 .00 .00 .00 .00 .00 .00 20.30 13.05 GRADE LINE 375.00 375.00 374.99 374.99 374.99 374.99 374.99 374.98 PUMP HEAD MINOR LOSS VELOCITY .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 . 00 . 00 .00 .00 .00 .00 .00 .00 ELEVATION 255.30 255.30 242.30 231.20 218.50 203 .10 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 . 00 . 00 .00 .00 .00 .00 .00 .00 PRESSURE 51.87 51.87 57.50 62.31 67.81 74.48 .07 .03 .12 .10 .09 -.02 .15 .10 -.06 .14 .05 .01 .06 . 02 .01 -.01 .02 .03 9.60 9.59 HL/1000 .00 .00 .01 .01 .01 .00 .02 .01 .00 .02 .00 .00 .00 .00 .00 .00 .00 .00 45.12 45.02 681024.OUT Page 8 of 10 18 20 22 24 26 28 30 50 52 30 28 20 8 6 52 1.77 1.32 5.74 2.66 1.77 2.21 1.32 1.77 1502.21 374.98 374.98 374.98 374.98 374.98 374.98 374.98 297.70 284.64 185.70 183.00 218.00 214.80 214.50 177.80 169.30 137.90 163.50 82.02 83.19 68.03 69.41 69.54 85.45 89.13 69.25 52.50 MAXIMUM PRESSURES 1.32 374.98 169.30 2.21 374.98 177.80 1.32 374.98 183.00 MINIMUM PRESSURES 4.87 374.99 255.30 2.66 374.99 255.30 1502.21 284.64 163.50 89.13 85.45 83.19 51.87 51.87 52.50 THE NET SYSTEM DEMAND = 1545.52 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER 1 51 FLOWRATE 41.55 1503.98 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES 1545.52 .00 A SUMMARY OF CONDITIONS SPECIFIED FOR THE NEXT SIMULATION FOLLOWS THE DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR = 2.90 THE RESULTS ARE OBTAINED AFTER 2 TRIALS WITH AN ACCURACY = .00012 PEAK HOUR PIPE NO. NODE 1 3 5 7 9 11 13 15 17 19 21 23 25 27 29 31 33 0 2 4 6 8 8 2 12 14 14 16 20 16 22 24 24 30 NOS. 2 4 6 8 10 12 12 14 10 16 20 18 22 24 26 28 28 FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS 73 32 32 27 23 -4 40 28 -15 37 13 3 16 6 3 -1 5 .02 .52 .52 .85 .88 .59 .50 .14 .33 .27 .09 .10 .40 .31 .10 .46 .35 .00 .00 .01 .00 .01 .00 .01 .01 .00 .02 .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 VELOCITY .12 .05 .21 .18 .15 -.03 .26 .18 -.10 .24 .08 .02 .10 .04 .02 -.01 .03 HL/1000 .01 .00 .04 .03 .02 .00 .06 .03 -.01 .05 .01 .00 .01 .00 .00 .00 .00 681024.OUT Page 9 of 10 35 20 30 51 0 50 53 50 52 LINE 55 IS CLOSED JUNCTION NUMBER 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 50 52 30 28 20 8 6 10 7.67 9.31 6.21 DEMAND .00 .00 4.67 8.56 8.56 7.77 6.21 7.77 3.10 2.32 10.09 4.67 3.10 3.89 2.32 3.10 6.21 MAXIMUM 2.32 3.89 2.32 MINIMUM 8.56 4.67 8.56 .00 .00 .00 GRADE LINE 375.00 375.00 374.98 374.98 374.97 374.98 374.97 374.95 374.95 374.95 374.95 374.95 374.95 374.95 374.95 318.00 318.00 PRESSURES 374.95 374.95 374.95 PRESSURES 374.98 374.98 374.97 .00 .00 .00 ELEVATION 255.30 255.30 242.30 231.20 218.50 203.10 185.70 183.00 218.00 214.80 214.50 177.80 169.30 137.90 163.50 169.30 177.80 183.00 255.30 255.30 242.30 .00 .00 .00 PRESSURE 51.86 51.86 57.49 62.31 67.80 74.47 82.01 83 .18 68.01 69.40 69.53 85.43 89.11 78.04 66.95 89.11 85.43 83.18 51.86 51.86 57.49 .05 .06 .04 .00 .00 .00 THE NET SYSTEM DEMAND = 82.33 SUMMARY OP INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER 1 51 FLOWRATE 73.02 9.31 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES = 82.33 .00 681024.OUT Page 10 of 10 I ll II I V NORMALLY CLOSED VALVE LEGEND EXISTING 375 ZONE WATER PROPOSED 375 ZONE WATER EXISTING 318 ZONE WATER PROPOSED 318 ZONE WATER 2J COMPUTER MODEL NODE NO, LJ COMPUTER MODEL PIPE NO. » FIRE HYDRANT NOTE: ALL PIPES ARE 8" UNLESS OTHERWISE NOTED EXHIBIT A LA COSTA GREENS P.A. 1.17 NODE AND PIPE DIAGRAM CS2U:\681024\LA-COSTA-GREENS\EXHiB!T~A,DWG 09-02-04 10:30:35