The URL can be used to link to this page

Home My WebLink AboutCT 00-21; HOLLY SPRINGS; WATER SYSTEM ANALYSIS; 2002-09-20r i I . f .-----------------------------------------·· 0 0 0 D 0 0 D 0 0 D 0 D 0 0 D 0 D 0 D DEXTER WILSON ENGINEERING, INC. WATER • WASTEWATER • ENVIRONMENTAL CONSULTING ENGINEERS 703 PALOMAR AIRPORT ROAD, SUITE 300 • CARLSBAD, CA 92009 • (760) 438-4422 I· I I I I 1· I I I I I 1··_ I I I I I I I WATER SYSTEM ANALYSIS FOR THE CANTARINI AND HOLLY SPRINGS PROJECTS INTHE CITY OF CARLSBAD September 20, 2002 Prepared by: Dexter Wilson Engineering, Inc. 703 Palomar Airport Road Suite 300 Carlsbad, CA 92009 Job No .. 726-001 I- I I I I .1· I I I I I 1··. I I I I I I I DEXTER WILSON ENGINEERING, INC. September 20, 2002 Ladwig Design Group 703 Palomar Airport Road, Suite 300 Carlsbad, CA 92009 Attention: Bob Ladwig, President DEXTER S. WILSON, P.E. ANDREW M. OVEN, P.E. STEPHEN M. NIELSEN, P.E .. MICHAEL J. FILECCIA, P.E. 726-001 Subject: Water System Analysis for the Cantarini and Holly Springs Projects in the City of Carlsbad Introduction The Cantarini and Holly Springs projects are located east of El Camino Real along the east side of the extension of College Boulevard. These two projects are adjacent to each other with Holly Springs positioned on the north property boundary of the Cantarini project. Exhibit A at the back of this report presents the layout of these two projects. Access to the Cantarini project will be from the extension of College Boulevard; the Holly Springs project can only be accessed through tp.e Cantarini project. The Cantarini project proposes a total of 105 single family detached residential homes and 80 multi-family units. The Holly Springs project proposes 39 single family detached residential homes plus four future single family home lots. Finish grade for building pads within these two projects range in elevation from a low of 120 feet to the highest building pad which is 380 feet in elevation. 703 PALOMAR AIRPORT ROAD, SUITE 300 • CARLSBAD, CA 92009 • (760) 438-4422 • FAX {760) 438-0173 I- I I I I I I I I I I 1··. I I I ·I I I I Bob Ladwig . September 20, 2002 Purpose of Study The purpose of this study is to provide a water system analysis based upon the lot layout and street layout of the proposed Cantarini and Holly Springs projects. This report provides a recommended water distribution system to serve the proposed residential development. It also addresses issues such as reservoir storage requirements and relocation of transmission piping within the projects. Water System Design Criteria The design criteria used in sizing the water distribution system piping for the Cantarini and Holly Springs projects includes a minimum desirable static pressure of 60 psi, and a maximum desirable static pressure of 120 psi. Under Peak Hour Demand conditions, minimum residual pressure at any location must not be less than 40 psi. Under a Maximum Day Demand with Fire Flow, a minimum residual pressure of 20 psi must be maintained at the location of the fire demand. . Peaking factors used in analyzing various demand.scenarios were 2.0 for average day to maximum day demands, and 4.0 for average q.ay to peak hour demands. . . Projected Water Demand The expected water demand for the Cantarini and Holly Springs projects was estimated using a demand factor of 550 gallons per dwelling unit per day (550 .. gpd/DU). Table 1 below presents a summary of the projected water demand for the subject projects. DEXTER WILSON ENGINEERING, INC. PAGE 2 I- I ·I I I I I I I I I ·1··. I I Bob Ladwig September 20, 2002 TABLE 1 CANTARINI AND HOLLY SPRINGS PROJECTS WATER DEMANDS Cantarini Single Family 105 550 gpcl/unit 57,750 gpd Cantarini Multi-Family 80 550 gpd/unit 44,000 gpd Holly Springs Single Family 39 550 gpd/unit 21,450 gpd Holly Springs Future 4 550 gpd/unit 2,200 gpd Fire Flow Requirements The fire flow requirements for the Cantarini and Holly Springs projects are based upon the planned uses within the projects. Single family detached residential development requires a fire flow 1,750 gpm. For the multi-family residential portion -of the Cantarini project, the fire flow requirement used for sizing the water distribution system was 3,000 gpm. Water System Computer Model The University of Kentuclr.y KYPIPE program was used to computer model-the proposed water system for the Cantarini and Holly Springs projects. This computer program utilizes the Hazen-Williams equation for determining-head-loss in pipes; the Hazen-Williams "C" value used for all pipes is l20. The hydraulic modeling in this report is based on setting the available hydraulic gradeline in the proposed· 36-inch Merkle Reservoir Transmission Line to 490 feet. The proposed pressure reducing stations within the Cantarini project are modeled with a downstream pressure setting of 375 feet hydraulic grade line. DEXTER WILSON ENGINEERIN~, INC. PAGE 3 I- I I I I I I I I I I 1·- 1 I I I I I I Bob Ladwig September 20, 2002 Existing Water System The existing water system to which the Cantarini and Holly Springs projects will connect is located in College Boulevard east of El Camino Real. At this location, a reach of College Boulevard is under construction as part of The Terraces project located between El Camino Real and the Agua Hedionda Creek. College Boulevard contains two potable water lines; a 36-inch 490 Zone pipeline, and a 12-inch 375 Zone pipeline. The 36-inch 490 Zone pipeline is connected to the 36-inch 490 Zone transmission main in El Camino Real. The new 36-inch water line was constructed in College Boulevard in order that it can eventually be extended east across the Agua Hedionda Creek and south to the Maerkle Reservoir. This 36-inchpipeline is master planned to replace the current 27-inch 490 Zone transmission pipeline which extends from Maerkle Reservoir to El Camino Real. This capital facility is part of the Carlsbad MWD Master Plan and will be funded by the Carlsbad Public Works Department. The 12-inch 375 Zone pipeline is connected to the water distribution system within The Terraces residential project. The source of this water is a pressure reducing station within The Terraces project which breaks 490 Zone pressure to the 375 Zone. In addition, once The Terraces project ·is completed, there will b_e a 375 Zone connection. north to the existing 375 Zone system in Jackspar Drive on the west side of El Camino Real. There are no 375 Zone master planned water improvements occurring within the Cantarini or Holly Springs projects. All new 375 Zone facilities for these projects will be constructed and funded by the development projects. DEXTER WILSON ENGINEERING, INC. PAGE 4 I- I I I I I I I I I I 1·- 1 I I I I I I Bob Ladwig September 20, 2002 Water System Analysis and Results The discussion of the water system analysis for the Cantarini and Holly Springs projects will be separated into the two water service zones within these two projects. 490 Zone. The computer analyses performed for the 490 Zone system are presented in Appendix A of this report. The results show that minimum residual pressures throughout the two projects are satisfied under all flow scenarios based upon the recommended layout of the water system as shown in Exhibit A at the back of this report. Approximately half of the Cantarini property and all of the Holly Springs project are intended to b~ served from the 490 Zone with different sized pipelines creating a loop through the two projects. The source of 490 Zone water will be the connection to the proposed 36-inch 490 Zone water transmission main in College Boulevard extending from El Camino Real to the south and east. This 36-inch transmission main is proposed to be extended north in College Boulevard to "A" Street within the Cantarini project. Here, the 36-inch transmission main will be routed to the east end of the proposed subdivision. Future projects to the east (Mandana and Kato) will be responsible for providing an alignment for this 36-inch transmission main up to Maerkle Reservoir. This new 36-inch 490 Zone transmission main is intended to. replace the existing 27-inch transmission main between Maerkle ·Reservoir and El Camino Real. The remaining 490 Zone system proposed for the C-antarini project·loops within the proposed streets within the project and through the Holly Springs project. The proposed 16-inch 490 Zone water main in College Boulevard extending north from the .. proposed 36-inch transmission main to the northern end of the College Boulevard improvements is also a Carlsbad master planned capital improvement facility. The cost of constructing this facility will be bourne by the Carlsbad Public Works Department. DEXTER WILSON ENGINEERING, INC. PAGE 5 I- I I I I I I I I I I 1·- 1 I I I I I I _Bob Ladwig Septe:mbet 20, 2002 Static water service pressures for building lots in the 490 Zone service area are expected to range between 65 psi and 126 psi within the Cantarini property. For the Holly Springs project, static water pressures will range from 47 psi to 97 psi. For the highest lots within the Holly Sprin,gs project, Gonsideration should be given to providing individual water booster systems for the homes above elevation 360 feet. Minimum water pressure at this elevation based upon a 490 feet hydraulic grade line will be 56 psi. It is expected that the working pressure in the water system will be greater since the 490 feet hydraulic grade line represents the bottom of reservoir elevation. Nevertheless, even adding 20 feet to the operating hydraulic grade line will mean that house pads above elevation 370 will have pressures less than 60 psi. For ·this reason, individual water booster systems for the homes in this area of the Holly Springs project should be considered. Fire protection within the Holly Springs project is not a concern. The computer analyses show that even with a fire flow of 1,750 gpm in the northeast corner, the highest area of the Holly Springs project, residual pressures are above 20 psi. 375 Zone. The 375 Zone will be connected to the proposed 12-inch water line stub in College Boulevard which is under construction by The Te_rraces project. This offsite 12-inch water line improvement will be extended north -in College Boulevard to '<A" , Street within the Cantarini .subdivision. A second source-of 375 Zoni water for this subdivision will be two proposed pressure reducing stations connected to the 490 Zone system. These stations are located within the Cantarini project: one in the south- eastern area at the intersection of "N' Street and "J'' Street, and the second in the north-western area of the project at the intersection of "C" Street and "F'' Street. Two pressure reducing stations ate proposed in order to provide redundancy to the 37 5 Zone water system on the east side of the Agua Hedionda Creek. Secondly, if only a single pressure reducing. station was constructed within the Cantarini project, the nearest back-up facility, located within The Terraces project, would not be able to deliver the required fire flow to the multi-family site _at the intersection of College Boulevard and "O" Street. DEXTER WILSON ENGINEERING, INC. PAGE 6 I- I I I I I I I I I I 1·- 1 I I I I I I Bob Ladwig September 20, 2002 The looping within the 375 Zone water system is intended to connect the two pressure reducing stations to each other and to the 375 Zone water source in College Boulevard south of the project. This looping is achieved through the project since "F'' and "E" Streets connect to "A:' Street. The 375 Zone system is proposing to leave a 12-inch stub westerly at the intersection of College Boulevard and "C" Street. This will provide for a future 375 Zone system loop through the proposed Rancho Carlsbad development. A second stub is proposed within the 375 Zone system. It is located in the future road extension south from "A" Street between "B" Street and "J" Street. This stub will allow for internal looping of the future development property to the south of the Cantarini project. North of "C" Street and adjacent to College Boulevard, the Cantarini project is proposing multi-family housing. The water system for this area will require a 10-inch water loop to deliver the higher fire flows that will be necessary for this higll.er density product. The 10-inch loop is proposed to be connected to the 375 Zone piping in "C" Street at two locations for water system redundancy. No 375 Zone facilities are located within the Holly Springs project. The proposed 375 Zone water system for the Cantarini project does not include any. . . . Carlsbad master planned facilities. AH 3 7 5 Zone fa'cil1ties benefit t?e Cantarini project and are ;required for a complete water system. Note that along the western portion of "C" Street thereis some parallel piping needed ... This is necessary to accommodate the redundancy needs for the multi-family portion of the Cantarini project. Static water service pressures for building lots in the 375 Zone service area will range .. between 73 psi and 111 psi within the Cantarini property. The pipe si:l;es shown on Exhibit A are adequate to provide domestic and fire flow requirements to the subdivision. The fire flo:w requiren;i.ent for this project within the 375 Zone is 1,750 gallons per minute for single-family dwelling units and 3,000 gpm for multi-family dwelling units. DEXTER WILSON ENGINEERING, INC. PAGE 7 I- I I I I I I I ·1 I I 1.·· I I I I I I I Bob Ladwig . September 20, 2002 . Proposed Pressure Reducing Stations There are two proposed pressure reducing stations within the Cantarini project. These two stations are connected to the 490 Zone piping system and supply the pressure reduced 375 Zone within the project. The proposed sizing of these two stations is recommended to be the same; each station should be capable of delivering maximum day demands plus 3,000 gpm fire flow for the 375 Zone service area within the Cantarini project. The 375 Zone consists of 63 single family residential units and 80 multi-family units. The total average day demand within the 375 Zone is 34,650 gpd. Maximum day demand is 69,300 gpd or 48.1 gpm. Thus, each pressure reducing station should be capable of delivering 3,048.1 gpm. The recommended sizing for the pressure reducing valves in each station is as follows: Main Valve: By-pass Valve: Reservoir Storage 8-inch 200 gpm min. 2-1/2-inch 20 gpm min. 3,100 gpm max. 300 gpm max. The City of Carlsbad Water Master Plan Update, Volume III, October·1997, prepared by ASL Consulting Engineers, discusses both operational and emergency storage for the City's service area. Based upon 1997 numbers from the Master Plan Update, there is a surplus of operational storage of 10.2 million gallons, and a surplus of emergency storage of approximately 70 million gallons for existing conditions. Under ultimate demands for the City's service area, and without any new construction of storage. facilities, there would be a deficit of 10.8 million gallons for operational storage and 41 million gallons of emergency storage. The Master Plan Update recommends construction of additional storage facilities to account for the projected deficit in both operational and emergency storage capacities. DEXTER WILSON ENGINEERING, INC. PAGE 8 I-· I I I I I I I I I I I· I I I I I I Bob Ladwig September 20, 2002 As of this date, the City has not undertaken construction of any additional storage facilities. The City does have a site for the recommended 8.5 million gallon 375 Zone "D" Tank, but in checking with the City, there is no current capital improvement project funded for its design and construction. Reconimendations The following recommendations and conclusions are made based on the water system analyses performed for the Cantarini and Holly Springs projects. 1. The Cantarini and Holly Springs projects will be served by the 490 Zone and the 375 Zone systems extending from existing College Boulevard east of El Camino Real. Exhibit A presents the recommended water system layout and water line sizes for both projects. 2. Static pressures within the Cantarini project will range between 73 psi and 111 psi in the 375 Zone, and 65 psi and 126 psi within the 490 Zone. 3. Static pressures within the Holly Springs project will range between 47 psi and · 97 psi within the 490 Zone. Consid~ration should be giyen to installing. individual.water booster systems in the homes within the Holly Springs project above elevation 360 feet. 4. The alignment of the proposed 36-inch replacement of the existing 27-inch 490 Zone transmission line from Maerkle Reservoir to El Camino Real is proposed in College Boulevard and "A" Street through the Cantarini project. This is a .. capital improvement project for the City of Carlsbad and will be fu:p.ded by the 5. . City. In addition, the proposed 16-inch 490 Zone pipeline in College Boulevard is a master planned facility and will be funded by the City of Carlsbad. The water lines within the Cantarini and Holly Springs projects must be designed to meet A WW A C900 Class 150 for PVC pipe. Portions of the proposed DEXTER WILSON ENGINEERING, INC. PAGE 9 I- I I ·I I I I I I 1·- ,1 I I I I I I Bob Ladwig September 20, 2002 water lines in College Boulevard, "A" Street, and "C" Street must be designed to meet a working pressure of greater than 150 psi. 6. Based upon the projected high and low flows through the proposed 490/375 pressure reducing stations, our recommendations for pressure reducing valve configuration is a follows: 7. 8. 9. One 8-inch valve, and One 2-1/2-inch valve. Within the 490 Zone service area, building service pressure regulators are recommended for all pads in the Cantarini project below elevation 330 feet in order to maintain building service pressures below 80 psi in accordance with the Uniform Plumbing Code. Within the 375 Zone service area, building service pressure regulators are recommended for all pads in the Cantarini project below elevation 191 feet in order to maintain building service pressures below 80 psi in accordance with the Uniform Plumbing Code. Building service pressure regulators are recommended for all pads in the Holly , Springs project below elevation 330 feet order to maintain· building service pressures below 80 psi in accordance with the Uniform Plumbing Code. Thank you for the opportunity to prepare this report. If you have any questions on the- enclosed information, please do not hesitate to call. Dexter Wilson EngineeriJ.J:g, Inc. ~84/ez,__ Andrew Oven AO:clr DEXTER WILSON ENGINEERING, INC. PAGE I 0 I· I I I I I I I I I I I· I I I ·I I I I APPENDIXA COMPUTER RUNS NODE AND PIPE DIAGRAM REFERENCE: Exhibit A in the back pocket of report. CONDITIONS MODELED: 1. Average day demands. 2. Maximum day demands plus 1,750 gpni fire flow at Node 431. 3. Maximum day demands plus l,750 gpm fire flow at Node 473. 4. Maximum day demands plus 1,750 gpm fire flow at Node 365. 5. Maximum day demands plus 3,000 gpm fire flow at Node 381. 6. Peak hour demands. A-l I I Cantarini and Holly Springs Projects in the City of Carlsbad 726-001 Water System Analysis Study I September 19, 2002 I I FLOWRATE IS E~PRESSED IN GPM AND PRESSURE IN PSIG I A SUf1MARY OF THE ORIGINAL DATA FOLLOWS I THERE IS A PRV AT JUNCTION 404 FOR LINE 217 SET AT A GB-Af)E OF 375.00 THERE IS A PRV AT JUNCTIO~ 45~ FOR LINE 246 SET AT A GRADE OF 375.00 I PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE (FEET) (INCHES) 203 339 336 1400.0 12.0 120.0 .00 I 205 345 339 500.0 12.0 120.0 .00 208 345 342 550.0 8.0 120.0 .00 211 354 ', 345 780.0 12.0 120.0 .00 I 214 348 354 800.0 12.0 120.0 .00 217 404 348 30.0 8.0 120.0 .00 220 348 351 360.0 8.0 120.0 .00 223 354 357 490.0 8.0 120.0 .00 I 226 357 364 850.0 8.0 120.0 .00 227 364 363 420.b 8.0 120.0 .00 228 364 365 530.0 8.0 120.0 .00 I 229 363 360 700.0 8.0 120.0 .00 232 366 363 370.0 8.0 120.0 .00 235 369 366 540.0 8.0 120.0 .00 238 372 369 570.0 8.0 120.0 .00 I 241 372 384 500.0 12. 0· 120.0 .00 244 375 372 320.0 12.0 120.0 .00 246 455 375 30.0 8.0 120.Q .00 I 247 375 378 400.0 10.0 120.0 .00 250 378 381 600.0 10.0 120.0 .00 253 372 381 500.0 10.0 120.0 .00 500 0 401 1300.0 36.0 120.0 .oo 490.00 I 502 401 404 2100.0 36.0 120.0 .00 505 404 407 650.0 36.0 120.0 .00 508 407 410 520.0 8.0 120.0 .00 I 511 407 413 210.0 8.0 1_20. Q .oo 514 404 416 860.0 12.0 120.0 .00 517 416 419 1140.0 12.0 120.0 .00 I 520 419 422 550.0 12.0 120.0 .00 523 422 425 320.0 8.0 120.0 .00 I A-2 I -- I I Cantarini and Holly Springs Projects in the City of Carlsbad 726-001 Water System Analysis Study I September 19, 2002 525 422 428 610.0 12.0 120.0 .00 I 529 428 431 680,. 0 8.0 120.0 .00 532 428 434 480. o. 12.0 120.0 .00 535 434 437 330.0 8.0 120.0 .00 I 538 434 440 420.0 12. 0 120.0 .00 54l 440 443 350.0 8.0 120.0 .00 ,544 446 440 840.0 12. 0 120.0 .00 547 446 449 300.0 8.0 120.0 .00 I 55.0 452 446 550.0 12.0 120.0 .00 553 455 452 1200.0 12.0 120.0 .00 556 458 455 800.0 12.0 120.0 .00 I 559 401 458 1800.0 16.0 120.0 .00 562 452 461 650.0 8.0 120.0 .00 565 461 464 500.0 8.0 120.0 .00 568 461 467 440.6 8.0 120.0 .00 I 571 467 470 310.0 8.0 120.0 .00 574 -467 473 200.0 8.0 120.0 .00 :I 'JUNCTION NUMBER DEMAND ELEVATION CONN-ECTING PIPES 336 .00 100.00 203 I 339 .00 110.00 -203 205 342 1.53 126.00 208 345 .00 120.00 205 208 211 348 .00 190.00 214 217 220 I 351 2.67 183.00 220 354 1.15 146.00 211 214 223 357 2.67 180.00 223 226 I 360 3.44 156.00 229 363 1.53 155.00 2217 229 232 364 1.53 175.00 226 227 228 365 1.15 208.00 228 I 366 2.67 170.00' 232 235 369, 3.06 140.00 235 238 372 1. 91 140.00 238 241 244 253 I 375 .00 145.00 244 246 247 378 15.28 142.00 247 250 381 15.28 130.00 250 253 384 .00 130.00 241 I 401 ,00 110.00 500 502 559 404 .00 190.00 217 502 sos 514 407 .00 200.00 505 508 511 I 410 1.91 241. 00 508 413 .76 198.00 511 416 2.29 215.00 514 517 -1 419 .00 320.00 517 520 422 1.91 342.00 520 523 525 I A-3 I I I I I I I I I I I I I I I I I I I I Cantarini and Holly Springs Projects in the City of Carlsbad Water System Analysis Study September 19, 2002 425 3.44 340.00 523 428 2.29 370.00 525 529 431 2.29 380.00 529 434 .00 330.00 532 535 437 2.67 336.00 535 440 .00 300.00 538 541 443 2.67 310.00 541 446 .76 285.00 544 547 449 2.29 290.0.0 547 452 1. 91 250.00 550 553 455 .00 145.00 246 553 458 .00 130.00 556 559 461 1.53 223.00 562 565 464 1:53 208.00 565 4.67 .76 235.00 568 571 470 2.67 230.00 571 473 .76 238.00 574 OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD 532 538 544 550 562 556 568 574 4 VALUES ARE OUTPUT FOR MAXIMUM AND MINIMUM PRESSURES THIS SYSTEM HAS MULTIPLE SUPPLY ZONES ZONE NO. 500 1 IS SUPPLIED THROUGH THESE PIPES: THIS SYSTEM HAS 47 PIPES WITH 44 JUNCTIONS, 2 LOOPS AND 726-001 3 FGNS THE RESULTS ARE OBTAINED A~TER 6 TRIALS WITH AN ACCURACY= .00013 A-4 I I Cantarini and Holly Springs Projects in the City of Carlsbad 726-001 Water System Alialysis Study I September 19, 2002 Cantarini and Holly Springs Projects in the City of Carlsbad 726001a I Average Day Demands I PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 2.03 339 336 .00 .00 .00 .00 .00 .00 205 345 339 .00 .00 .00 .00 .00 .00 I 208. 345 342 1.53 .00 .00 .00 . 01 .00 211 354 345 1.53 .00 .00 .00 .00 .00 214 348 354 11.51 .00 .00 .00 .03 .00 I 217 0 348 14.18 .00 .00 .00 . 09 .01 220 348 351 -2. 67 .00 .00 .00 .02 .00 223 354 3,57 8.83 .00 .00 .00 . 06 .00 226 357 364 6.16 .00 .00 .00 . 04 .00 I 227 364 363 3.48 .00 .00 .00 .02 .00 228 364 365 1.15 .00 .00 .00 . 01 .00 229 363 360 3.44 .00 .00 .00 .02 .00 I 232 366 363 1.49 .00 .00 .00 .01 .00 235 369 366 4.16 .00 .00 .00 .03 .00 238 372 .. 369 7.22 .00 .00 .00 . 05 .00 I-241 372 384 .00 .00 .00 .00 .. 00 .00 244 375 372 21.46 .00 .00 .00 . 06 .00 246 0 375 39.69 .00 .00 .00 .25 .05 247 375 378 18.23 .00 .00 .00 . 07 .00 I 250 378 381 2.95 .00 .00 .00 . 01 .00 253 372 381 12.33 .oo .00 .00 . 05 .00 500 0 401 8'6 .31 .00 .00 .00 .03 .00 I 502 401 404 43.44 .00 .00 .00 .01 .00 sos 404 407 2.67 .00 .00 .00 .00 .00 508 407 410 1. 91 .00 .00 .00 . 01 .00 511 407 413 .76 .00 .00 .00 .00 .do I 514 404 416 26.59 .·oo .00 .00 .08 .00 517 416 419 24.30 .00 .00 .00 .07 .00 520 419 422 24.30 .oo .00 .00 .07 .00 I 523 422 425 3.44 .00 .00 .00 .02 .00 525 422 428 18.95 .00 • 0·0 .00 .OS .00 529 428 431 2.29 .00 .Q0 .00 .01 .00 I 532 428 434 14 .37 .00 .00 .00 .04 .00 535 434 437 2;67 .oo .00 .00 .02 .00 538 434 440 11.70 .00 .00 .00 .03 .00 541 440 443 2.67 .oo .00 .00 .02 .00 I 544 446 440 -9.03 .00 .00 .00 -.03 .00 547 446 449 2.29 .00 .00 .00 .01 .00 550 452 446 -5.98 .00 .00 .00 -.02 .00 I 553 455 452 3.18 ,00 .00 .00 .01 .00 556 458 455 42.87 .01 .00 .00 .12 .01 I A-5 I I I Cantarini and Holly Springs Projects in the City of Carlsbad 726-001 Water System Analysis Study I September 19, 2002 559 401 458 42.87 .00 .00 .00 . 07 .00 I 562 452 461 7.25 .00 .00 .00 . 05 .00 565 461 464 1.53 .00 .00 .00 . 01 .00 568 461 467 4.19 .00 .00 .00 .03 .00 I .. 571 467 470 2.67 .00 .00 .00 .02 .00 574 467 473 .76 .00 .00 .00 .00 .00 I JUN½TION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 336 .00 375.00 100.00 119.17 339 .00 375.00 110.00 114.83 I 342 1.53 375.00 126.00 107.90 345 .00 375.00 120.00 110.50 348 .00 375.00 190.00 80.17 351 2.67 375.00 183.00 83.20 I. 354 1.15 375.00 146.00 99.23 357 2.67 375.00 180.00 84.50 360 3.44 375.00 156.00 94.90 I 363 1.53 375.00 155. 00 95.33 364 1.53 375.00 175.00 86.66 365 1.15 375.00 208.00 72.36 I 366 2.67 375.00 170.00 88.83 369 3.06 375.00 140.00 101. 83 372 1. 91 375.00 140.00 101.83 375 .Ob 375. o.o 145.00 99.67 I 378 15.28 375.00 142.00 100.97 381 15.28 375.00 130. 00 106.17 3.84 .00 375.00 130.00 106.17 I 401 .00 490.00 11.0. 00 164.67 404 .00 490.00 190.00 130.00 407 .00 490.00 200.00 125.67 410 1.91 490.00 241.00 107.90 I 413 .76 490 .·00 198.00 126.53 416 2.29 490.00 215.00 119.17 419 .00 489.99 320.00 73.66 I 422 1. 9:).. 489.99 342.00 64.13 425 3.44 489.99 340.00 65.00 428 2.29 489.99 370.00. 52.00 431 2.29 489.99 380.00 47.66 I 434 .00 489.99 330.00 69.33 437 2.67 489.99 336.00 66.73 440 .00 489.99 300.00 82.33 I 443 2.67 489.99 310.00 78.00 446 .76 489.99 285.00 88.83 449 2.29 489.99 290.00 86.66 I 452 1.91 489.99 250.00 104.00 455 .Ob 489.99 145.00 149.50 I A-6 I I I ·1 I I I I· I I I I I I I I I . ii I I .1 Cantarini and Holly Springs Projects in the City of Carlsbad Water System Analysis Study September 19, 2002 458 .00 490.00 130.00 461· 1. 53 489.99 223.00 464 1.53 489.99 208.00 467. .76 489.99 235.00 470 2.67 489.99 230.0d 473 .76 489. 99 238.00 MAXIMUM PRESSURES 401 .00 490.00 110.00 458 .00 490.00 130.00 455 .00 489.99 145.00 404 .00 490.00 190.00 MINIMUM PRESSURES 431 2.29 489.99 .380.00 428 2.29 _ 489. 99 370.00 422 1.9·1 489.99 342.00 42-S 3.44 489.99 340.00 .!I'HE NET SYSTEM DEMAND = 86.31 156.00 115.69 122.19 110.49 112.66 109.19 164.67 156.00 149.50 130.00 47.66 52.00 64.13 65.00 SUMMARY OF INFLOWS(+) AND OUTFLOWS.(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 500 86.31 THE NET FLOW INTO THE SYSTEM. FROM FIXED GRADE NODES= THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= 86 .31 .00 A SUMMARY OF CONDITIONS SPECIFIED FOR THE NEXT SIMULATION FOLLOWS THE DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR= 2.00 THE FOL~OWING SPECIFIC DEMAND CHANGES ARE MADE : JUNCTION NUMBER DEMAND 431 1750.00 726-001 THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY= .00028 A-7 I I Cantarini and Holly Sp~gs Projects in the City of Carlsbad 726-001 Water System Analysis Study I September 19, 2002 Cantarini and Holly Springs Projects in the City 'of Carlsbad I Maximum Day Demands Plus 1750 gpm Fire Flow at Node 431 I PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 2-03 339 336 .00 .00 .00 .00 .00 .00 205 345 339 .00 .00 .00 .00 .00 .00 I 20a 345 342 3.06 .00 .00 .00 .02 .00 211 354 345 3.Q6 .00 .00 .oo . 01 .00 214 348 354 23.02 .00 .00 .00 .07 .00 I 217 0 348 28 .36 .00 .00 .00 .18 .03 220 348 3t?l 5.34 .00 .00 .00 .03 .00 223' 354 357 17.66 .bl .00 .00 .11 .01 226 357 364 12.32 .01 .00 .00 .08 .01 I 227 364 363 6.96 .00 .00 .00 .04 .00 228 364 365 2.30 .00 .00 .00 .01 .oo 229 363 360 6.88 . 0-0 .00 .00 .04 .00 I 232 366 363 2.98 .00 .00 .00 .02 .00 235 369 366 8.32 .00 .00 .00 .OS .00 238 372 '369 14.44 .00 .00 .00 .09 .01 I 241 372 384 .00 .00 .00 .00 .00 .00 244 375 372 42.92 .00 .00 .00 .12 .01 246 0 375 79.38 .01 .00 .00 .51 .19 247 37.!3 378 36.46 . 01 .00 .00 .15 .02 I 250 378 381 5.90 .00 .00 .00 .02 .00 253 372 381 24.66 .00 .00 .00 .10 .01 500 0 401 1918.04 .06 .00 .00 .60 .05 I 502 401 404 1040.94 .03 .00 .00 .33 .02 50.!3 404 407 5.34 .00 .00 .00 .00 .00 508 407 410 3.82 .00 .00 .00 .02 .00 511 407 413 1.52 .00 .00 .00 .01 .00 I 514 404 416 1007.24 2 .'56 .00 .00 2.86 2.98 517 416 419 1002.66 3.37 .00 . 00 2.84 2.96 520 419 422 1002.66 1.63 .00 .00 2.84 2.96 I 523 422 425 6.88 .00 .00 .00 .04 .00 525 422 428 991.96 1. 77 .00 .00 2.81 2.90 529 428 431 1750.00 40 .6.2 .00 .00 11.17 59.73 I 532 428 434 -762.62 -.85 .00 .00 -2.16 -1.78 535 434 437 5.34 .00 .00 .00 .03 .00 538 434 440 ,-767. 96 -.76 .00 .00 -2.18 -1. 80 541 440 !.1:43 5.34 .00 .00 .00 .03 .00 I 544 446 440 773.30 1.53 .00 .00 2.19 1.83 547 446 449 4.58 .00 .00 .00 .03 .00 550 452 446 779.40 1. 0.2 .00 .00 2.21 1.85 I 553 455 452 797.72 2.32 .00 .00 2.26 1.94 556' 458 455 877.10 1.85 .00 .00 2.49 2.31 I A-8 I I I Cantarini and Holly Springs Projects in the City of Carlsbad 726-001 Water System Analysis Study I September 19, 2002 559 4-01 458 877.10 1.02 .00 .00 1.40 .57 I 562 452 461 14.50 .01 .00 .00 .09 .01 565 461 464 3.06 .00 .00 .00 .02 .00 568 461 467 8.38 .00 .00 .00 .05 .00 I .. 571 467 470 5.34 .00 .00 .00 .03 .00 574 467 473 1.52 .00 .00 .00 .01 .00 I JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 336 • QO 375.00 100.00 119.17 339 .00 375.00 110.00 114.83 I 342 3.06 375.00 126.00 107.90 345 .. 00 375.00 120.00 110.50 348 .00 375.00 190.00 80.17 351 5.34 375.00 183.00 83.20 I 354 2.30 375.00 146.00 99.23 357 5.34 374.99 180.00 84.50 360 6.88 374.98 156.00 94.89 I 363 3.06 374.98 155.00 95.33 364 3.06 374.99 175.00 86.66 365 2.30 374.99 208.00 72.36 I 366 5.34 374.99 170.00 88.83 369 6.12 374.99 140.00 101.83 372 3.82 374.99 140.00 101. 83 375 .00 374.99 145.00 99.66 I 378 30.56 374.99 142.00 100.96 381 30.56 374.99 130.00 106.16 384 .00 374.99 130.00 106.16 I 401 .00 489.94 110.00 164.64 404 .00 489.91 190.00 129.96 407 .00 489.91 200.00 125.63 410 3.82 489.91 241.00 107.86 I 413 1.52 489 .. -91 198.00 126.49 416 4.58 487.34 215.00 118.02 419 .00 483.98 320.00 71.06 I 422 3.82 482.35 342.00 60.82 425 6.88 482.35 340.00 61. 68 428 4.58 4-SO. 58 370.00 47.92 431 1750.00 439.97 380.00 25.99 I 434 .00 481.44 330. O'O 65.62 437 5.34 481.44 336.00 63.02 440 .00 482 .19 300.00 78.95 I 443 5.34 482.19 310.00 74.62 446 1.52 483.73 285·: oo 86.12 449 4.58 483.73 290.00 83.95 I 452 3.82 48·4. 75 250.00 101.72 455 .00 487.07 145.00 148.23 I A-9 I I I I I I I I I I I I I I I I I I I I Cantarini and Holly Springs Projects in the City of Carlsbad Water System Analysis Study September 19, 2002 458 .00 488.92 130.00 461 3.06 484.74 223.00 464 3.06 484.74 208.00 467 1.52 484.74 235.00 470 5.34 484.74 230.00 473 1. 52 484.74 238.00 MAXIMUM PRESSURES 401 .00 489.94 110.00 458 .00 488:92 130.00 455 .00 487.07 145.00 404 .00 489.91 190.00 MINIMUM PRESSURES 431 1750.00 439.97 380.00 428 4.58 480.58 370.00 422 3.82 482.35 342.00 425 6.88 482.35 340.00 !I'HE NET SYSTEM DEMAND = 1918.04 155.53 113.42 119.92 108.22 110.39 106.92 164.64 155.53 148.23 129.96 25.99 47.92 60.82 61.68 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) 'FROM. FIXED GRADE NODES PIPE NUMBER FLOWRATE sob 1918.04 THE NET FLOW INTO THE SYSTEM.FROM FIXED GRADE NODES= 1918.04 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= 2.00 THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE : JUNCTION NUMBER 473 DEMAND 1750.00 726-001 THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AJ1 ACCURACY= .00001 A-10 I I Cantarini and Holly Springs Projects in the City of Carlsbad 726-001 Water System Analysis Study I September 19, 2002 Cantarini and Holly Springs Projects in the City of Carlsbad I Maximum Day Demands Plus 1750 gpm Fire Flow at Node 473 I PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 2.03 339 336 .oo . o.o .00 .00 .00 .00 205 345 339 .00 :OO .00 .00 .00 .00 I 208 345 342 3.06 .00 .00 .00 .02 .00 211 354 345 3.06 .00 .00 .00 .01 .00 214 348 354 23.02 .00 .00 .00 .07 .. 00 I 217 0 '348 28.36 .00 .00 .00 .18 .03 220 348 351 · 5 .34 .00 .00 .00 .03 .00 223 354 357 17'.66 .01 .00 .00 .11 .01 226 357 364 12.32 .01 .00 .00 .08 .01 I 227 364 363 6.96 .00 .00 . 00· .04 .00 228 364 365 2.30 .00 .00 .00 .01 . 00 229 363 360 6.88 .00 .00 .00 .04 .00 I 232 366 363 2.98 .00 .00 .00 .02 .00 235 369 366 8.32 .00 .00 .00 .05 .00 238 372 . 369 14.44 .00 .00 .00 .09 .01 I 241 372 384 .oo .00 .00 .00 .00 .00 244 375 372 42.92 .,00 .00 .00 .12 .01 246 0 375 79.38 .01 .00 .00 .51 .19 247 375 378 36.46 .01 .00 .00 .15 .02 I 250 378 381 5.90 .00 .00 .00 .02 .00 253 372 381 24.66 .00 .00 .00 .10 .01 500 0 401 1921.10 .06 .00 . 00 .61 .05 I 502 401 404 770.89 .02 .00 .00 .24 .01 505 404 407 5.34 .00 .00 .00 .00 .00 508 407 410 3.82 .00 .00 .00 .02 .00 511 407 413 1.52 .00 .00 .00 .01 .00 I 514 404 416 737.19 1.-44 .00 .00 2.09 1. 67 517 416 419 732·. 61 1.·8s .00 .00 2.08 1. 65 520 419 422 732.61 .91 .00 . 00 2. as . 1. 65 I 523 422 425 6.88 .00 .00 .00 .04 .00 525 422 428 721.91 .98 .00 .00 2.05 1.61 529 428 431 4.58 .00 .00 .00 .03 .00 I 532 428 434 712.75 .75 .00 .00 2.02 1.57 535 434 437 5.34 .00 .00 .00 .03 .00 538 434 440 707 .4.1 .65 .00 .00 2.01 1.55 541 440 443 5.34 .00 .00 .00 .03 .00 I 544 446 440 -702.07 -1.28 .00 .00 -1. 99 -1. 53 547 446 449 4.58 .00 .00 .00 .03 .00 550 452 446 -695.97 -.83 .00 .00 -1. 97 -1.50 I 553 455 452 1070.83 i.01 .00 .00 3.04 3.34 556 458 455 1150.21 3.05 .00 .00 3.26 3.81 I A-11 ii I I Cantarini and Holly Springs Projects in the City of Carlsbad 726-001 Water System Analysis Study I September 19, 2002 559 401 458 1150.21 1. 69 .00 .00 1.84 .94 I 562 452 461 1762.98 39.36 .00 .00 11.25 60.55 565 461 464 3.06 .00 .00 .00 .02 .00 568 461 467 1756.86 26.47 .00 .00 11.21 60.16 I .. 571 467 470 5.34 .00 .00 .00 .03 .00 574 467 473 1750.00 11.95 .00 .00 11.17 59.73 I JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 336 .00 375.00 100.00 119.17 339 .. oo 375.00 110.00 114.83 I 342 3.06 375.00 126.00 107.90 345 .00 375.CiO· 120.00 110.50 348 .00 375.00 190.00 80.17 351 5.34 375.00 183.00 83.20 I 354 2.30 -375.00 146.00 99.23 357 5.34 374.99 180.00· 84.50 360 6.88 374.98 156.00 94.89 I 363 3.06 374.98 155.00 95.33 364 3.06 374.99 175.00 86.66 365 2.30 374.99 208.00 72.36 I 366 5.34 374. 99 170.00 88.83 369 6.12 374.99 140.00 101.83 372 3.82 374.99 140.00 . 101. 83 375 .00 374.99 145.00 99.66 I 378 30.56 374.99 142.00 100.96 381 30 .56 374.99 130.00 106.16 384 .00 374.99 130.00 106.16 I 401 .00 489.94 110.00 164.64 404 .00 48'9. 92 190.00 129.97 407 .00 489.92 200.00 1.25. 63 410 3.82 489.92 241. 00 107.87 I 413 1.52 489 :92 198.00 126.50 416 4.58 488.48 215.00 118.51 419 .00 486.60 320.00 72.19 I 422 3.82 485. 6'9 342.00 62.27 425 6.88 485.69 340.00 63.13 428 4.58 484.71 370.00 49.71 431 4.58 484.71 3_80. 00 45 .37 I 434 .00 483.~5 330.00 66.71 437 5.;34 483.95 336.00 64.11 440 .00 483.30 300.00 79.43 I 443 5.34 483.30 310.00 75.10 446 1.52 482.02 285.00 85.38 449 4.58 482.02 290.00 83.21 I 452 3.82 481.19 250.00 100.18 455 .00 485.20 145.00 147.42 I A-12 I I I I I I I I I I I I I I I I I I Cantarini and Holly Springs Projects in the City of Carlsbad Water System Analysis Study September 19, 2002 458 .00 488.25 130.00 461 3.06 441.84 223.00 464 3.06 441.84 208.00 467 1.52 415.36 235.00 470 5.34 415.36 230.00 473 1750.00 403.42 2'38. 00 MAXIMUM PRESSURES . 401 .00 489.94 110.00 458 .00 488.25 130.00 455 .00 485.20 145.00 404 .00 489.92 190.00 MINIMUM PRESSURES 431 4..58 484 .. 71 380.00 428 4.58 484.71 370.00 422 3.82 485,69 342.00 425 6.88 485.69 340.00 -IT'HE NET SYSTEM DEMAND = 1921.10 155.24 '94.83 101.33 78.16 80.32 71. 68 164.64 155.24 147.42 129.97 45.37 49.71 62.27 63.13 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER 500 FLOWRATE 1921.10 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 1921.10 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= 2.00 THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE : JUNCTION NUMB~R DEMAND 365 1750.00 726-001 THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN·ACCURACY = .00092 A-1'3 I I Cantarini and Holly Springs Projects in the City of Carlsbad 726-001 Water System Analysis Study I September 19, 2002 Cantarini and Holly Springs Projects in the City of Carlsbad I Maximum Day Demands Plus 1750 gpm Fire Flqw at Node 365 I PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HE.AD MINOR LOSS VELOCITY HL/1000 2·03 339 336 .00 .00 .00 .00 .00 .00 I 205 345 339 .00 .00 .00 .00 .oq .00 208 345 342 3.06 .00 .00 .00 .02 .00 211 354 345 3.06 .00 .00 .00 .01 .00 214 348 354 959.71 2.18 .00 .00 2.72 2.73 I 217 0 348 965.05 .60 .00 .00 6.16 19.84 220 348 351 5.34 .00 .00 .00 .03 .00 223 354 357 954.35 9.52 .00 .00 6.09 19.43 I 226 3.57 364 949.01 16.35 .00 .00 6.06 19.23 227 364 363 -804.05 -5.94 .00 .00 -5.13 -14.15 228 364 365 1750.00 31. 66 .00 .00 11.17 59.73 229 363 360 6.88 .00 .00 .00 .04 .00 I 232 366 363 813.99 5.35 .00 .00 5.20 14.47 235 369 366 819.33 7.91 .00 .00 5.23 14.65 238 372 . 369 825.45 8.47 .00 .00 5.27 14.85 I 241 372 384 .00 .00 .00 .00 .00 .00 244 375 372 677.06 .46 .00 .00 1.92 1.43 24.6 0 375 890.39 .51 .00 .00 5.68 17.09 247 375 378 213.33 .16 .00 .00 .87 .41 I 250 378 381 182.77 .18 .00 .00 .75 .31 253 372 381 -152.21 -.11 .00 .00 -.62 -.22 500 0 401 1920.32 .06 .00 .00 .61 .OS I 502 401 404 1258.34 .04 .00 .00 .40 .02 sos 404 407 5.34 .00 .00 .00 .00 .00 508 407 410 3.82 .00 .00 .00 .02 .00 I 511 407 413 1.52 .00 .00 .00 .01 .00 514 404 416 287.95 .·25 .00 .00 . 82 .29 517 416 419 283.37 .32 .00 .00 .80 .28 520 419 422 283.37 .16 .00 .00 .80 .28 I 523 422 425 6.88 .00 .00 .00 .04 .00 525 422 428 272.67 .16 .00 .00 .77 .27 5.29 428 431 4.58 .00 .00 .00 .03 .00 I 532 428 434 263.51 .12 .00 .00 .75 .25 535 434 437 5.34 .00 .00 .00 .03 .00 538 434 440 258.17 .10 .00 .00 .73 .24 541 440 443 5.34 .00 .00 .00 .03 .00 I 544 446 440 -252.83 -.19 .00 .00 -.72 -.23 547 446 449 4.58 . 00 .00 .00 .03 .00 550 452 446 -246.73 -.12 .00 .00 -.70 -.22 I 553 455 452 -228.41 -.23 .00 .00 -.65 -.19 556 458 455 661. 98 1.10 .00 .00 1. 88 1.37 I A-14 I I I Cantarini and Holly Springs Projects in the City of Carlsbad 726-001 I Water System Analysis Study September 19, 2002 559 401 458 661. 98 .61 .00 .00 1.06 .34 I 562 452 461 14.50 .01 .00 .00 .09 .01 565 461 464 3.06 .00 .00 .00 .02 .00 568 461 467 8.38 .00 .00 .oo .05 .00 I .. 571 467 470 5.34 .00 .00 .00 .03 .00 574 467 473 1.52 .00 .00 .00 .01 .00 I JDNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 336 .00 372.22 100.00 117.96 339 .00 372.22 110.00 113.63 I 342 3.06 372.22 126. 00 106.70 345 .-00 372.22 120.00 109.30 348 .00 374.40 190.00 79.91 I 351 5.34 374.40 .183. 00 82.94 354 2.30 372.22 146.00 98.03 357 5.34 362.70 180.00 79.17 360 6.88 352.30 156.00 85.06 I 363 3.06 352.30 155.00 85.50 364 3.06 346.36 175.00 74.26 365 1750.0() 314.70 208.00 46.24 I 366 5 .34 357.65 170.00 81.32 369 6.12 365.56 140.00 97.74 372 3.82 374.03 140.00 101.41 375 .00 374.49 145.00 99.44 I 378 30.56 374.32 142.00 100.67 381 30.56 374 .14 130.00 105.79 384 .00 374.03 130.00 105.75 I 401 .00 489.94 110.00 164.64 404 .00 489.89 190.00 129.95 407 .00 489.89 200.00 125.62 410 3.82 489.89 241. 00 107.85 I 413 1.52 489 ."89 198.00 126.49 416 4.58 489.64 21-5. ()0 119.01 ~ 419 .00 489.32 320.00 73.37 I 422 3.82 489.16 342.00 63.77 425 6.88 489.16 340.00 64.64 42.8 4.58 489.00 370.00 51.57 I 431 4.58 489.00 380.00 47.23 434 .00 488.88 330.00 68.85 437 5.34 488.88 336.00 66.25 440 .00 488.78 300.00 81. 80 I 44~ 5.34 488.78 310.00 77.47 446 1.52 488.59 285 ·. 00 88.22 449 4.58 488.59 290.00 86.05 I 452 3.82 488.46 250.00 103.33 455 .00 488.24 145.00 148.74 I A-15 I I I I I I I I I I I I I I I I I I I I Cantarini and Holly Springs Projects in the City of Carlsbad Water System Analysis Study September 19, 2002 458 461 464 467 470 473 . 401 458 455 404 365 431 428 422 .00 3.06 3.06 1.52 5.34 1.52 489.33 488.46 488.46 488.46 488.46 488. 49 MAXIMUM PRESSURES .00 489.94 .00 489.33 .00 488.24 .00 489.89 MINIMUM PRESSURES 1750.00 314.70 . 4.58 489.00 4.58 489.00 3.82 489.lq ~HE NET SYSTEM DEMAND= 1920.32 130.00 223.00 208.00 235.00 230.00 238.00 110.00 130.00 14E3.00 190.00 208.00 380.00 "370.00 342.00 155.71 115.03 121.53 109.83 112.00 108.53 164.64 155.71 148.74 129.95 46.24 47.23 51.57 63.77 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER 500 FLOWRATE 1920.32 T~E NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 1920.32 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= 2.00 THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE : JUNCTION NUMBER DEMAND 381 3000.00 726-001 THE RESULTS ARE OBTAINED AFTER 5 TRIALS WITH AN ACCURACY= .00189 A-16 I I Cantarini and Holly Springs Projects in the City of Carlsbad 726-001 Water System Analysis Study I September 19, 2002 Cantarini and Holly Springs Projects in the City of Carlsbad I Maxim~ Day Demands Plus 3000 gpm Fire Flow at Node 381 I PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 2·03 339 336 .00 .00 .00 . 00 .00 .00 205 345 339 .00 .00 .00 .00 .00 .00 I 208 345 342 3.06 .00 .00 .00 .02 .00 211 354 345 3.06 .00 .00 .00 .01 .00 214 348 354 285.22 .23 .00 .00 .81 .29 I 217 0 348 290.56 .06 .00 .00 1.85 2.15 220 ~48 351. 5·.34. .00 .00 .00 .03 .00 223 -354 ,357 279. 86 .98 .00 .00 1. 79 2.00 I 226 357 364 274.52 1. 64 .00 .00 1. 75 1. 93 227 364 363 269.16 .78 .00 .00 1. 72 1. 86 228 364 365 2.30 .00 .00 .00 .01 .00 229 363 360 6.88 .00 .00 .00 .04 .00 I 232' 366 363 -259.22 -.64 .00 .00 -1. 65 -1.74 235 369 366 -253.88 -.90 .00 .00 -1. 62 -1. 67 238 372 369 -247.76 -.91 .00 .00 -1.58 -1. 60 I 241 372 384 .00 .00 .00 .00 .00 .00 244 375 372 r469 .23 1. 92 .00 .00 4.17 6.00 246 0 375 2786.62 4.24 .00 .00 17.79 141. 3 7 247 375 378 1317.39 4.76 .00 .00 5.38 11.91 I 2-50 378 381 1286.83 6.84 .00 .00 5.26 11.40 253 372 381 1713.17 9.68 .00 .00 7.00 19.37 500 0 401 3142.06 .15 .00 .00 .99 .12 I 502 401 404 1132,97 .04 .00 .00 .36 .02 505 404 407 5 .. 34 .00 .00 . 00 .00 .00 508 407 410 3.82 .00 .00 .00 .02 .00 I 511 407 413 1.52 .00 .00 .00 .01 .00 514 404 416 836.17 1 .-82 .00 .00 2.37 2.11 517 416 419 831. 59 2.38 .00 .00 2.36 2.09 520 419 422 831. 59 1.15 .00 .00 2.36 2.09 I 523 422 425 6.88 .00 .00 .00 .04 .00 525 422 428 ·820.89 1.24 .00 .00 2.33 2.04 529 428 431 4.58 .00 .00 .00 .03 .00 I 532 428 434 811.73 .96 .00 .00 2.30 2.00 535 434 437 5.34 .00 .00 .00 .03 .00 538 4.34 440 806.39 .83 .00 . 00 2.29 1.97 541 440 443 5.34 .00 .00 .00 .03 .00 I 544 446 440 -801. 05 -1.64 .00 .00 -2.27 -1. 95 547 446 449 4.58 .oo .00 .00 .03 .00 550 452 446 -794.95 -1.06 .00 .00 -2.25 -1. 92 I 553 455 452 -776.63 -2.21 .00 .00 -2.20 -1. 84 556 458 455 2009.99 8.57 .00 .00 5.70 10.72 I A-17 \._ I I I Cantarini and Holly Springs Projects in the City of Carlsbad 726-001 I Water System Analysis Study September 19, 2002 55:9 401 458 2.009. 99 4.75 .00 .00 3.21 2.64 I 562 452 . 461 14.50 .01 .00 .00 .09 .01 565 461 464 3.06 .00 .00 .00 .02 .00 568 461 467 8.38 .00 .00 .00 .OS .oo I 571 467 470 5.34 .00 .00 .00 .03 .00 574 467 473 1.52 .00 .00 .00 .01 .00 I JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 336 .00 374.71 100.00 119.04 339 .00 374.71 110.00 114.71 1· 342 3.06 374.70 126.00 107.77 345 , . 00 374.71 120.00 110.37 348 .00 374.94 190.00 80.14 351 5.34 374.94 183.00 83.17 I 354 2.30 374.71 146.00 99.11 357 5.34 373.72 180.00 83.95 360 6.88 371.30 156.00 93.29 I 363 3.06 371.30 155.00 93.73 364 3.06 372.08 175.00 85.40 365 2.30 372.08 208.00 71.10 I 366 5.34 370.65 170.00 86.95 369 6.12 369.75 140.00 99.56 372 3.82 368.84 140.00 99.16 375 .00 370.76 145.00 97.83 I 378 30.56 366.00· 142.00 97.06 381 3000.00 359 .16 130.00 99.30 384 .00 368.84 130.00 103.50 I 401 .00 489.85 110.00 164 .. 60 404 .00 489.81 190.00 129.92 407 .00 489.81 200.00 125.59 410 3.82 489.81 241. 00 107.82 I 413 1.52 489 .·81 198.00 126.45 416 4.58 488.00 215.00 118.30 419 .00 485.61 320.00 71. 77 I 422 3.82 484.46 342.00 61. 73 42-S 6.88 484.46 340.00 62.60 428 4.58 483.22 370.00 49.06 I 431 4.58 483.22 '380.00 44.73 ' 434 .00 482.26 330.00 65.98 437 5.34 482.26 336.00 63.38 440 .00 481. 43 300.00 78.62 I 443 5.34 481. 43 310.00 74.29 446 1. 52 479.79 285.00 84.41 449 4.58 479.79 290.00 82.24 I 452 3.82 478.73 250.00 99.12 455 .00 476.52 145.00 143.66 I A-18 \__ I I I I I I I I I I I I I I I I I I I I Cantarini and Holly Springs Projects in the City of Carlsbad Water System Analysis Study September 19, 2002 458 .00 485.10 130.00 461 3.06 478.73 223.00 464 3.06 478.73 208.00 467 1. 52 478.73 235.00 470 5.34 478.73 230.00 473 1. 52 478.73 238.00 MAXIMUM PRESSURES 401 .00 489.85 110.00 458 . 00 485.10 130.00 455 .00 476.52 145.00 404 .00 489.81 190.00 MINIMUM PRESSURES 431 4.58 483.22 380.00 428 4.58 483.22 370.00 422 3.82 484.46 342.00 425 6.88 484.46 340.00 THE NET SYSTEM DEMAND= 3142.06 153.88 110.82 117.32 105.62 107.78 104.32 164.60 153.88 143.66 129.92 44.73 49.06 61. 73 62.60 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 500 3142.06 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES= 3142.06 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 A SUMMA.RY OF CONDITIONS SPECIFIED FOR THE NEXT SIMULATION FOLLOWS 726-001 THE DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR= 4.00 · THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY= .00036 A-19 I I Cantarini and Holly Springs Projects in the City of Carlsbad 726-001 Water System Analysis Study I September 19, 2002 Cantarini and Holly Springs Projects in the City of Carlsbad I Peak Hour Demands I PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000 2·03 339 336 .00 .oo .00 .00 .00 .00 205 345 339 .00 .00 .00 .00 .00 .00 I 208 345 342 6.12 .00 .00 .00 .04 .00 211 354 345 6.12 . 00 .00 .00 .02 .00 214 348 354 4-6 .05 .01 .00 .00 .13 .01 I 217 0 348 56.73 .00 .00 .00 . 36 .10 220 348 351 1·0. 6'8. .00 .00 .00 .07 .00 223 354 357 35.33 .02 .00 .00 .23 .04 I ·226 357 364 24.65 .02 .00 .00 .16 .02 227 364 363 13. 93 .00 .00 .00 .09 .01 228 364 365 4.60 .00 .00 .00 .03 .00 229 363 360 13. 76 .01 .00 .00 .09 .01 I 232 366 363 5.95 .00 .00 .00 .04 .00 235 369 366 16.63 .01 .00 .00 .11 .01 238 372 •, 369 28.87 .02 .00 .00 .18 .03 I 241 372 384 .00 .00 .00 .00 .00 .00 244 375 372 85.84 .01 .00 .00 .24 .03 246 0 375 158.75 .02 .00 .00 1. 01 .70 247 375 378 72.92 .02 .00 .00 .30 .06 I 250 378 381 11.80 .00 .00 .00 .05 .00 253 372 381 49.32 .01 .00 .00 .20 .03 500 0 401 345.24 .00 .00 .00 .11 .00 I 502 401 404 173.77 .00 .00 .00 .05 .00 505 404 407 10.68 .00 .00 .00 .00 .00 508 407 410 7.64 .00 .00 .00 .05 .00 I 511 407 413 3.04 .00 .00 .00 .02 .00 514 404 416 106.36 ."04 .00 .00 .30 .05 517 416 419 97.20 .04 .00 .00 .28 .04 520 419 422 97.20 .02 .00 .00 .28 .04 I 523 422 425 13.76 .00 .00 .00 .09 .01 525 422 428 75.80 .02 .00 .00 .22 .02 529 428 431 9.16 .Ob .00 .00 . 06 .00 I 532 428 434 57.48 .01 .00 .00 .16 .01 535 434 437 10.68 .00 .00 .00 .07 .00 538 434 440 46.80 .00 .00 .00 .13 .01 541 440 443 10.68 .00 .00 .00 .07 .00 I 544 446 440 -36.12 -.01 .00 .00 -.. 10 -.01 547 446 449 9.16 .00 .00 .00 .06 .00 550 452 446 -23.92 .00 .00 .00 -.07 .00 I 553 455 452 12.72 .00 .00 .00 .04 .00 556' 458 455 171. 47 .09 .00 .00 .49 .11 I A-20 I , ..... "'-'-' ....... ,..,,._..,_, -..:......M,,__, •• , ........ ,,. J...,. • -, ..:t,~-1.,~ .,, .•,.:......ui. < ' .,w.,• "'> .... ..,,\ • c'~s.l.\( ·,L\' I I Cantarini and Holly Springs Projects in the City of Carlsbad 726-001 Water System Analysis Study I September 19, 2002 559 401 458 171. 47 .05 .00 .00 .27 .03 I 562 452 461 29.00 .02 .00 .00 .19 .03 565 461 464 6.12 .00 .00 .00 .04 .00 568 461 467 16.76 .00 .00 .00 .11 .01 571 467 470 10.68 .00 .00 .00 . 07 .00 ·1 574 467 473 3.04 .00 .00 .00 .02 .00 I JUNC.TION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 336 .00 374.99 100.00 119.16 339 .00 374.99 110.00 114.83 I 342 6.12 374.99 126. 00 107.89 345 .. 00 374.99 120.00 110.50 348 .00 375.00 190.00 80.17 351 10.68 375.00 183.00 83.20 I 354 4.60 374.99 146.00 99.23 357 10.68 374.97 180.00 84.49 360 13.76 374.94 156.00 94.87 I 363 6.12 .374.95 155.00 95.31 364 6.12 374.95 175.00 86.64 365 4.60 374.95 208.00 72.34 366 10.68 374.95 170.00 88.81 I 369 12.24 374.95 140.00 101.81 372 7.64 374.97 140.00 101.82 375 .00 374.98 145.00 99.66 I 378 61.12 374.96 142.00 100.95 381 61.12 374.96 130.00 106.15 384 .00 374.97 130.00 106.15 I 401 .00 490.00 110.00 164.67 404 .00 490.00 1~0.00 130.00 407 .00 490.00 200.00 125.67 410 7.64 489.99 241. 00 107.90 I 413 3.04 490.00 198.00 126.53 416 9.16 489.96 215.00 119.15 419 .00 489.91 320.00 73.63 I 422 7.64 489.89 342.00 64.09 425 13.76 489.89 340.00 64.95 428 9.16 489.88 370.00 51. 95 431 9.16 489.87 380.00 47.61 I 434 .00 489. 87 330.00 69.28 437 10.68 489.87 336.00 6'6.68 440 .00 489. 86-300.00 82.27 I 443 10.68 489.86 310,. 00 77.94 446 3.04 489.86 285 .·oo 88.77 449 9.16 489.86 290.00 86.60 I 452 7.64 489.86 250.00 103.94 455 .00 489.86 145.00 149.44 I A-21 I I I I I I I I I I I I I I I I I I I I Cantarini and Holly Springs Projects in the City of Carlsbad Water System Analysis Study September 19, 2002 458 .00 489.95 130.00 461 6.12 489.84 223.00 464 6.12 489.84 208. 00 467 3.04 489.83 235.00 470 10.68 489.83 230.00 473 3.04 489.83 238.00 MAXIMUM PRESSURES 401 .00 490.00 110.00 458 .00 489.95 130.00 455 .00 489.86 145.00 404 .00 490.00 190.00 MINIMUM PRESSURES 431 9.16 489.87 380.00 428 9.16 489.88 370.00 422 7.64 489.89 342.00 425 13.76 489.89 340.00 -THE NET SYSTEM DEMAND = 345. 2-4 155.98 115.63 122.13 110.43 112.59 109.13 164.67 155.98 149.44 130.00 47.61 51. 95 64.09 64.95 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER 500 FLOWRATE 345.24 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE-NODES' = 345. 24 THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES= .00 A-22 726-001 LEGEND < 375 ZONE WATER 490 ZONE WATER SERVICE ZONE BOUNDARY NODE DIAGRAM NUMBER PIPE DIAGRAM NUMBER 490/375 ZONE PRESSURE REDUCING STATION ,_ .. -'el.I . "' ' :--.... -. <.,._ .- ·s., . .-/_,; ... '-c !. -• -_y;,,_ -J'u . . ,_ ' ' ... ~ : ·'. ''. :• . .. ,~.--; \:-., .,_,. _,,_-~.--- ... r .. . -·-·~' \ ---. --·--------._ • ···375 .. ZONE -----·--.• c;__:_ __ • _, I • • • .. '>·-~-1c:~;.,.,.~-,,,_.,.. - ?,:, :· ;~-- ---I' ..... I ' 336 - 490 ZONE 455 .· 12" . 98" 155.5 --- LOT C. 6" -- 6 5 2ff1 36 238.0 -- 7 J 280 2 267 I 2tfl -- 8 - g 2" Fl/Tl/RE LOT Fl/Tl/RE LOT 58 207. 59 60 202.4 62 ·200.0 52 63 64 189.4 175.0 175.0 LOT E ----;-,t --~ ., --20 28 12 " - 75 146.5 \ ! 464 "l ; ' I 14 JOO LOT F 416 76 162.0 J2tj 434 Z.~/ ,'i J.;1 ';', ; \_ ( .; 336 .-;--gs-_ '-1 . ·" . . I .· .• 1 21 335 22 JJ2 351 375 ZONE 26 JfJS 25 JfiO 24 B J55 29 JI/(/ JO JfJ(J Jf . J70 .14 360 JS J55 l I ' I I . . . I . I I ·.· I HOLLY SPRINGS· PROJECT BOUNDARY . . LOT D I I 490 ZONE LOT A 413 511 I I I I DEXTER WILSON ENGINEERING, INC. CONSULTING ENGINEERS · ..•. ·.:;· . .}; I.· I I I I · CANTARINI PROJECT BOUNDARY 410 ' i::::i· . I ... · .. · 1· = 200' ·. ----200 o, .. ·200 = :--:' .. ;:-,..· -------------'"'.'! EXHIBIT A 6 L__~~----~-------=-----:--------__j_----;-~----------; CS1\ \FS\DWG\726001\EXHIIBIT-A.DWG 09-19-02 14:42:60 703 PALOMAR AIRPORT ROAD, SUITE 300 CARLSBAD, CA 92009 {760) 438-4422 CANTARINI AND HOLLY SPRINGS PROJECTS NODE AND PIPE DIAGRAM -.. -.... -.,