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HomeMy WebLinkAbout20081202Engineering Report.pdfI I I I I I I I I I I I I I I I I I I ßc-S -u.-o8-ö( WATER ENGINERIG REPORT For BAR CIRCLE S. WATER SYSTEM DOUBLE T ESTATES EXPANSION KOOTENAI COUNTY, IDAHO § gr-_ co-lg Š ;0m:r ... mCf 0 N ¡::gìJ mf.;~ %J ~~~'r- :i ret1,r~4l(DC) 0)'-'en ..o-.c.-,,¡.,.;;",PREPARD FOR: Bar Circle SWater Company Mr. Robert Turnipseed November 2008 PREPARED BY: Toothman-Orton Engineering Co. West 280 Praírie A venue Coeur d Alene, ID 83815 Office: (208) 762-364 I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS Background................... .................................................................... ...................................1 System Ownership ................................;............ ........... ............................................. ...........1 Existing System Components................................................ ................................... ../.........1 Proposed System Expansion ................... ............................ ............ .......................... ...... .....2 Water Demand .....................................................................................................................2 Source Capacity ...................................................................................................................3 Distrbution Pumping System.;............................................................................................3 Water Storage ......................................................................................................................4 Pressure Zones ............................................................................................................. ........5 System Analysis...................................................................................................................5 System Hydraulic Model Results. ............... ........... .................. ......... ... ...............................5 System Improvements..........................................................................................................6 I I I I I I I I I I I I I I I I I I I APPENDICES Appendix A Vicinty Map Water System Map AppendixB Existing System Information: Pup Control Settgs Pump Cures i 85,OOO-Gallon Reservoir Schematic Appendix C Water Demand Sumar Meter Data Sumar AppendixD System Flow Test Results Appendix E Water Model System Map Appendix F Storage Calculations I I I I I I I I I I I I I I I I I I I BAR CIRCLE S WATER SYSTEM ENGINERIG REPORT BACKGROUN The purose ofthis report is twofold: first, it is a detailed system report that defines the curent Bar Circle Water System capabilties; second, it provides details for system expansion to serve the proposed Diamond T Estates Development. A vicinity map is included in Appendix A. The proposed development wil add 46 lots and increase proposed build-out to approximately 258 Equivalent Residential Units (ERU). The existing system has 154 active ERU, with 58 additional connections available. The following sources were used to develop this report and the associated hydraulic model: · This report replaces the "Water Engineering Report for Bar Circle S Water System, Double T Estates Expanion" prepared by Ben L. Weymouth, P.E., dated September 9,2008. · "Bar Circle S Water System, Water Master Plan" prepared by Jeffery D. Block, P.E., and dated August 2002. · Monthly individual service meter readings from March 2006 to September 2008. · Monthly production well meter readings from March 2006 to September 2008. · Oter information provided by system owner. The curent system consists of a 6-inch and a 16-inch groundwater wells, a 185,000 gallon reservoir, (4) 10 hp booster pumps and a 110 hp fire pump. Water distrbution lines are curently in place to serve the Bar Circle S Developments. A hydraulic model was used to design the new system and verify compliance with Idaho Rules for Public Drinking Water Systems (IDAPA58.0L08), Idaho Deparent of Environmental Quality (DEQ) Checklists and Design File Notes, 10-State Standards, and the requirements of the North~rn Lakes Fire Protection District. The model results and the resulting system design requirements are summarized in this report. SYSTEM OWNRSIl Bar Circle S Water Co. owns the existing system and Bar Circle S Water Co. wil also own the proposed system expansion. The system is and wil continue to be operated by Bar Circle S Water Company. Contact: Robert Turipseed (licensed system operator) Bar Circle S Water Company P.O. Box 1870 Hayden, Idaho 83835 EXISTING SYSTEM COMPONENTS The existing supply system consists of the following components: 1. Well # 1, 16-inch minimum capacity of 483 gpm ~ approx. 340 feet of head 2. Well # 2, 6-inch, minimum capacity of 55 gpm ~ 170 feet of head 3. A 185,000 gallon ground-level tan (30-ft dia x 35-ft tall) 4. Three 119 gallon hydropneumatic tan in parallel 5. Four booster pumps in parallel, minimum capacity of 180 gpm ~ 170 feet of head each 6. One fire pump, minimum capacity of 1,500 gpm ~ 175 feet of head 7. Backup power generator for well # 2, booster pumps, and fire pump 8. The distribution network is 4" to 12" pipe (PVC with some ductile and steel) Toothan-Oron Engineerig Co.Page i of7 I I I I I I I I I I I I I I I I I I I BA CIRCLE S WATER SYSTEM ENGINERIG REPORT Tan levels control the well pumps, and system pressures control the booster pumps. Transducers located at the hydropneumatic tan monitor the system pressures. Flow to the hydropneumatic tan is throttled to provide additional pump run time. A summar of control settings and pump curves provided by the system operator are included in Appendix B. PROPOSED SYSTEM EXPANSION The existing system wil be extended north to Chilco Road to serve the proposed Double T Estates. See Appendix A for a vicinity map. Phase 1 of Double T Estates wil include 16 lots along Ramsey and Chilco Roads. These 16 lots represent a 7.6% increase in the number ofERUs, a 21 % increase in the length of water main, and no change in unit water demands. Build-out of Double T Estates wil total 46 lots (22% increase), and the length of new water main wil exceed a 25% increase, and no change in unit water demands. WATER DEMA The existing system provides service to the Bar Circle S Development, Countr Estates Development, and Rach Aero Development. There are 154 existing ERU connections with an additional approved 58 connections. The "existing system" is defined as all existing and approved connections, which tota1212 ERU. Double T Estates Phase 1 would add 16 ERU (system total = 228 ERU) and Phase 2 would add another 30 ERU (system total = 258 ERU). All lots in the system are and wil continue to be metered. The system owner provided monthly individual service and production well meter readings from March 2006 to September 2008. A summar of the data is included in Appendix C. This data was used to determine the average day and maximum day demands. A peaking factor of 1.5 times the maximum day was used to calculate the peak hour demand. The Nortern Lakes Fire Protection District has stated that a fire flow of 1,000 gpm for a two (2) hour duration wil be required for residential development, and 1,500 gpm for a two (2) hour duration wil be required for commercial development. In summar, the demands used for modeling and design purposes are: Systemgpm Exiting DoubleT DoubleT Scenario gpdlRU gpm/RU Phase 1 Phae 2 (212 ERU)(228ERU)(258ERU) Average Day 993.60 0.69 146.28 157.32 178.02 Maximum Day 3189.05 2.21 468.52 503.88 570.18 Peak Hour (PF = 1.5)3.32 702.78 755.82 855.27 Fire Flow, Residential 1,000 gpm for two hours Fire Flow, Commercial 1,500 gpm for two hours Individual service meter use was checked against well flow data. The amount of water unaccounted for has decreased each year for the last thee years, and was significantly less in 2008. The 2008 data (Januar to September) shows a difference of2,760,410 gallons. This equates to 7 gpm, which can easily be attributed to small system leaks, inaccurate readings, or use of fire hydrants. Hydrant locks were also installed on the system in 2007, which has virtally eliminated water theft. Toothan-Orton Engineerig Co.Page 2 of? I I I I I I I I I I I I I I I I I I I BA CIRCLE S WATER SYSTEM ENGINEERIG REPORT It should also be noted that the unit flow rates are much more than is typical for a residential unit. The higher flows are due to irigation, which is substantial since the majority of the lots are 5 acres. This is reflected in the individual meter data, which show approximately 10% of sumer flow for the winter months. Implementation of alternate day sprinkling is highly recommended. SOURCE CAPACIT Well #1 is currently a 16-inch well with a 60-hp pump tested at 483 gpm. Well #2 is a 6-inch well with a 5-hp pump capable of discharging 55 gpm. The minimum combined source capacity is 538 gpm. Source capacity is less than peak hour flow rates at build out. Both of these wells are par of the existing water system, and discharge directly to the 185,000-gallon storage tan. Flow testing for the existing system pumps was completed on October 17,2008. This testing was coordinated and observed by Ben Weymouth, P.E., with Toothman-Orton Engineering Co. Flow test results are included in Appendix D. Tan levels were monitored for a measured time period to verify the flow rate for Well # 1. All other pumps were manually tued off for this test. Two different tests were run, and the calculated flows were 348 gpm and 483 gpm. The flow tests were ran for 4.25 and 7 minutes respectively before the booster pumps were turned on to maintain system pressures, so this data is subject to error given the large tan cross-section of 5,287 gallons per foot. The flow meter at the well was also monitored, and showed 400 gpm for the first test and 350 gpm for the second test. The meter has been returned to the manufactue for calibration. The pump cure indicates a flow of approximately 580 gpm (see Appendix B). For the purposes of this report, a flow of 483 gpm is conservative and was used for Well # 1. Pump performance should be verified once the flow meter is reinstalled. The requirements ofIDAPA58.01.08 section 513 for the number of groundwater sources were also reviewed. Please note that these requirements were not checked for the existing system or Double T Estates Phase 1 since the 25% threshold is not exceeded. For build-out, the peak hour flow is 855 gpm. The maximum day flow is 570 gpm, with an equalization storage flow of98 gpm (141,147 gallons over 24 hours) for a total of 668 gpm. See Appendix F for equalization storage calculations. A third well, with a minimum capacity of 613 gpm (668 gpm less 55 gpm from Well # 2), wil be required as par of Double T Estates Phase 2. DISTRUTON PUMING SYSTEM Water is drawn from the tan to supply the system by four booster pumps and one fire pump in paralleL. The pumps are sequentially tued on based on system pressure at the hydropneumatic tas. The pumps also alternate stars. See Appendix B for pump control settings provided by the owner. Flow testing for the existing system pumps was completed on October 17, 2008. This testing was coordinated and observed by Ben Weymouth, P.E., with Toothman-Orton Engineering Co. Flow test results are included in Appendix D. Tan levels were monitored for a measured time period to verify the flow rates. All other pumps were manually turned off for each test. Multiple tests were run, and a fire hydrant was parally opened in an effort to establish enough level change in the tank to provide reasonably accurate results. The second booster test resulted in 180 gpm at 75 psi (1 73-ft). This equates to 720 gpm for all four booster pumps. One of the pumps was serviced by United Pump and Driling on October i, 2008, and the impellor diameter was physically verified as 7.5 inches. Evaluated on the pump curve, this impellor size matches 180 gpm at 173 feet, confirming the flow test results. Toothman-Orton Engineering Co.Page 3 of? I I I I I I I I I I I I I I I I I I I BA CIRCLE S WATER SYSTEM ENGINERG REPORT The fire pump has a separate control unit, with a design capacity of 1,500 gpm (l 175 feet of head. Flow testing for the fire pump for model calibration puroses is discussed under the System Analysis section of this report. The requirements of IDAPA58.0 1.08 section 54 i .02 for pumping units were also reviewed. Without the fire pump, the remaining four boosters can supply 720 gpm. The peak hour flow at build-out is 855 gpm. The maximum day flow is 570 gpm, with an equalization storage flow of98 gpm (141,147 gallons over 24 hours) for a total of 668 gpm. See Appendix F for equalization storage calculations. The four booster pumps exceed the second condition, and therefore satisfy IDAPA requirements. WATER STORAGE The existing ground level water storage reservoir (30-ft dia. x 35-ft tall) has a total volume of approxiately 185,000 gallons. A schematic ofthe existing tan is included in Appendix B. The operational storage (base to max in table below) for this tan is 174,481 gallons. Four booster pumps and one fire pump in parallel draw from the tan to supply the existing water system. The following table provides a summar of the ta and its level settings as provided by the system operator: Tank Leel Settg Elevation Maximum (Overflow)2331.00 Well Pumps Off 2329.00 Iw ell #2 Pump On 2228.90 twell #1 Pump On 2227.09 Minimum 2319.00 lBase (Tan Floor)2296.00 The DEQ Design File Note titled "Reservoir Sizing - Public Water Systems" dated Februar 11, 1998 was used to check required reservoir capacity for the system at build-out. See Appendix F. Source capacity (538 gpm) is less than maximum day (570 gpm) and peak hour (855 gpm) at build out. Equalization storage of 141,147 gallons wil be required at build-out, which is less than the 174,481 gallons of existing storage. Emergency storage requirements were also checked, specifically IDAPA58.01.08 section 501.17, which was adopted 3-30-07. Please note that this requirement was not checked for the existing system or Double T Estates Phase 1 per paragraph "i" of the referenced section. For build-out, eight hours at an average day demand of 178 gpm equals 85,450 gallons. The required fire flow is 1,500 gpm for two hours, which is 180,000 gallons. The existing production wells provide a combined flow of 53 8 gpm, which is 258,240 gallons in addition to the 174,481 gallons of existing storage. Total available source capacity plus storage is 432,721 gallons, which is greater than the total emergency storage requirement of 265,450 gallons. Please note that these requirements assume backup power wil be added to Well # 1 as par of Double T Estates Phase 2 improvements. Toothan-Orton Engineering Co.Page 4 00 I I I I I I I I I I I I I I I I I I I BA CIRCLE S WATER SYSTEM ENGINERIG REPORT PRESSUR ZONES The system consists of only one pressure zone with no pressure reducing valves. The total elevation change is just under 70-ft. The target zone pressures are 40 to 80 psi. Pressures under the analyzed demand scenarios are listed below. SYSTEM ANALYSIS The proposed system was analyzed using WaterCAD V8i by Haestad Methods to verify compliance with Idaho Rules/or Public Drinking Water Systems (IAPA58.0l.08 section 552), 10-State Standards, and the requirements of the Nortern Lakes Fire Protection District. Unit demands were distributed across the nodes in the model to accurately reflect dynamic system operation. Peak hour and max day plus fire flow were analyzed with a steady-state modeL. The model consists of 56 junctions, 80 pipes, two wells with pumps, four booster pumps, one fire pump, and one tan. The WaterCAD system map is in Appendix E. Flow testing for calibrating the existing system was completed on October 17,2008. This testing was coordinated and observed by Ben Weymouth, P.E., with Toothman-Orton Engineering Co. The fire hydrant located between junctions 48 and 49 was opened, and residual pressures were read at the hydrant at junction 54. The test data is included in Appendix D. This data was used to calibrate the model by adjustig the Hazen-Wiliams C-factor until the residual pressure in the model matched the observed system pressure. Average day demand, a reservoir at elevation 2502.90 (90 psi at the pump house) for system supply, and 154 ERU's was used for the calibration modeL. An adjusted C-factor of 142 was determined and used throughout the model for system analysis. The following scenarios were analyzed in WaterCAD: Demand Scenario Required Pressure (psi) Minium Mamum Peak Hour 40 80 Max Day + 1000 gpm Fire Flow, Residential 20 80 Max Day + 1500 gpm Fire Flow, Commercial 20 80 SYSTEM HYRAULIC MODEL RESULTS The following results were obtained by use of the hydraulic modeL. The minimum required pressures noted above are maintained for each scenaro unless otherwise noted. The existing system represents all 212 connected and approved ERUs. Phase 1 of Double T Estates is the existing system plus 16 ERUs (228 ERUs), and Phase 2 of Double T Estates is the existing pius 46 ERUs (258 ERUs). Average Day The average day scenario was not modeled because minimum system pressures wil be experienced during either the peak hour or maximum day plus fire flow events. Pup run time is not par of the analysis. Peak Hour For the existing system, the minimum pressure is 52 psi, and the maximum pressure is 80 psi. Peak hour flows for Phase 1 of Double T Estates are 43 to 72 psi. Phase 2 of Double T Estates wil be required to add an additional pump with a minimum capacity of 135 gpm (l 125 feet to maintain system pressures during the peak hour. With this pump, the pressures are 42 psi to 71 psi. The 135 gpm wil also bring the Toothan-Orton Engineering Co.Page 5 of? I I I I I I I I I I I I I I I I I I I BA CIRCL S WATER SYSTEM ENGINEERIG REPORT combined system pumping capacity to the system peak hour flow of 855 gpm with the largest pump out of service. Max Day The maximum day event was not modeled because the minimum system pressures wil be experienced during either the peak hour or maximum day plus fire flow events. Max Day + 1,000 gpm Fire Flow for Residential The existing system maintains a minimum pressure of35 psi durng a residential fire flow event of 1,000 gpm for two hours. Phase 1 of Double T Estates wil maintain a minimum pressure of 3 7 psi. Phase 2 of Double T Estates wil also maintain a minimum pressure of 3 7 psi. Only the fire pump is used for this scenario. Note that the low pressure occurs at J-39, and pressures at this junction improve when the 10" pipe (P-85) is added with the Phase 1 improvements. Max Day + 1,500 gpm Fire Flow for Commercial The existing system and Phase 1 of Double T Estates wil maintain a minimum pressure of 69 psi during a commercial fire flow event of 1,500 gpm for two hours. Only the fire pump is on for this scenaro. At build-out Phase 2 wil maintain a pressure of 68 psi. This scenaro was only evaluated in the water model in areas zoned for commercial use. SYSTEM IMROVEMENTS The following system improvements are necessar for compliance with Idaho Rules for Public Drinking Water Systems (IDAPA58.01.08 section 552), Idaho Deparent of Environmental Quality (DEQ) Checklists and Design File Notes, 10-State Stadards, and the requirements of the Nortern Lakes Fire Protection District Existing System No improvements are necessar for the existing system, which includes all curent and approved connections. Double T Estates, Phase 1 Double T Estates Phase 1 consists of 16 lots along Rasey and Chilco Roads north of the existing system. A 10-inch pipe wil be required for the full lengt along Ramsey Road to satisfy fire flow requirements. No additional improvements are necessar for service to Phase 1. Another 10-inch pipe (P- 85) wil be added at the southeast comer of the existing system to provide additional system looping. Double T Estates, Phase 2 Double T Estates Phase 2 consists of 30 lots south and east of Rasey and Chilco Roads. Service to these lots wil exceed the 25% theshold that appears in multiple sections ofIDAPA58.0l.08. Exceeding this theshold means that curent rules adopted since the existing system was constrcted are applicable to the entire water system. Service to Phase 2 wil be provided by an 8-inch pipe through the development from Ramsey to Chilco. The two cul-de-sacs wil have 6-inch pipes. A pump wil need to be added to Phase 2 to provide additional pressure to meet requirements for Peak Hour flow. The pump wil need a minimum capacity of 135 gpm (£ 125 feet to maintain system pressures during the peak hour. 135 gpm wil also bring the combined system pumping capacity to the system peak hour flow of 855 gpm with the largest pump out of service. A small reservoir should also be installed to supply this pump. 135 gpm for one hour is 8,100 gallons of operational storage. The tank would be supplied from the existing system. An altitude valve, pressure sustaining valve, and SCADA wil be required for overall system compatibilty. Toothan-Oron Engineerig Co.Page 6 of7 I I I I I I I I I I I I I I I I I I I BA CIRCLE S WATER SYSTEM ENGINRIG REPORT An additional well wil be necessar per IDAPA58.01.08 section 513. The well wil need a minimum flow of 613 gpm. See the "Source Capacity" section of this report for determination of the flow rate. The well can discharge to either the existing 185,000 gallon tan or the new tan in Double T Estates. The new tan would need a minimum operational storage of 18,390 gallons to provide a 30-minute chlorine contact time in anticipation of futue DEQ rules. Addition of backup power to Well # 1 wil be necessar per IDAPA58.01.08 section 501.07 to meet requirements for service during a power outage. Toothan-Orton Engineerig Co.Page 7 of7 I I I I I I I I I I I I I I I I I I I APPENDIX A Vicinty Map Water System Map I Q I I ~~ \Q8 I !2~:ze:e5 I ~i~ ~ I ~ I I i i=fien I i ~~="- I ê~ i5 I I iß~ s I §~ ~0~ I :z 0= ~ 0: e:if"":: I ~~c:"- !2; I e:e5 ~=I~ I ~~ ~ I ~ ¡: \Q§:: I ~ \QF8"":z I ie5 ~=i I ~= ~ ~ I "- PROJECT SITE VICINITY MAP TOOTHM-ORTON ENGINEERING CO. ENGINEERS' SURVEYORS. PLANNERS WEST 280 PRARIE AVENUE . COEUR d'ALE. IOAH 83815 PHONE: 208-762-3644 . FAX: 208-762-3708 E -F1: 08062-G-WA-VC DATE: 09/05/OB JOB: 08062 I §e¡sa8 I ~~§l-~i i~~ili ~ - i 1 1- - - " EX I S T I N G W A T E R S Y S T E M BA R C I R C L E S ~~~i:~€5 ~z§i ~8 ~~ I í G I i A Y 9 5 ~ ~ ~ L " , I ~ i ¡ - - - - - - - - l ~ " I ~ . : i I I - , i _ ~ I ¡ I ~ I i ~ ! ¡ ! i ¡ i I 25 I , r i " ¡ i ê3 i 1 l . _ _ _ _ - ¡ ~ _ " = - ! : : I ¡ ~ ! , r ¡ _ ~ I ~ 1 - - 1 L - - I , - - - - 1 :5 ' ; ; 1 i i / ~ I 0 , I , ¡ - - L ' . . ' " i - - _ _ h 1 1 9 - - , -J __ _ _ J mI ël !fõ !2 : i i J s ëlj ~11 o 1 0 0 0 2 0 0 0 4 0 0 0 6 0 0 0 I : i I I ' FU T U R E W A T E R S Y S T E M DO U B L E T E S T A T E S 2 8 ~ ii ,- - - - - J i ~ + - I i ~ íT i i _ _ _ _ _ _ _ i _ _ _ _ I i I ' ~ ; i = = - ¡ i i I ~ - - - - L ~ - ~ , ~ , = = 'i ! r - r - . '. I i h i Il i ! I I t I I 1 _ _ , _ _ - -- - - - I ' 1 - r - - - ~ i ! I I I i ! I i I ¡ I I I i I I ! i i I , ¡ I I J I I I " 1 - - - - - - i _ , _ ! i I I W E j R D 1 I l I , ¡ I 1- - 1 - - - 1 ; i ! I J I ! I t- - ' i r ' J l - i , _ , I I I i _ . 1 _ T _ _ _ _ _ L ~ 1 - r- - . - - - - ¡ ¡ 0 - f i I i ~ , I ¡ ¡ _- L _ _ ~ _ _ _ "- "- "- "- "- '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ '\ !fõ !2 :: '\ '\ '\ '\ '\ '\ "- '\ '\ '\ '\ -- - - - . - - - . - - . - . - - - - . - - - - - - , - - - . - - - . - - - - - - : - . - - - - - . - - - - - - - . - - - - - - - - - - _ _ _ _ . _ _ J TO O T H M A N - O R T O N E N G I N E E R I N G C O . EN G I N E E R S . S U R V E Y O R S ' P L A N N E R S WE S T 2 8 0 P R A I R I E A V E N U E . C O E U R d ' A L E N E , I D A H O 8 3 8 1 4 PH O N E : 2 0 8 - 7 6 2 - 3 6 4 4 . F A X : 2 0 8 - 7 6 2 - 3 7 0 8 E- A l E 0 8 0 6 2 - G - W A - S C D A T E 0 9 / 0 4 / 0 8 J O B : 0 8 6 2 I I I I I I I I I I I I I I I I I I I APPENDIXB Existing System Inormation: Pump Control Settngs Pump Cures 185k Gallon Reservoir Schematic I I I I I I I I I I I I I I I I I I I EXISTING PUMP CONTROLS 185,000 GALLON RESERVOIR LEVEL (FT) WELL PUMP ON OFF 1 .. 31.09 :: 33.00 2 .. 33.00 ::33.00 HYDROPNEUMATIC TANK PRESSURE (PSI) BOOSTER PUMP ON OFF 1 .. 52 ::72 2 ..47 :: 67 3 ..43 ::63 4 .. 38 :: 58 FIRE 20 90 I--~ I.~ ) I v. EJI j/tt SUBMERSIBLE . TURIN 8T-500 Nomial RPM: 3450 Based on Freh Wate ~ 68° F. Maxum Working Presue: 485 PSI 350 1200 i I I I I 1100 ~5ib.. .. 1000 -.1/7./7'"-"- 900 ~l00HP ..7 .. 800 ,- 5 --.."- 700 4~HP ---.."---. ~HP -.-.--"--"- 500 .. "-~50HP .,40 ---"---..-....~ 300 ....-.0;.. 200 Q)--æ 100 80 ~U. ~ I o ; o o o USGPM ÍVIH 250 5b '10 500 100 CAPACIT 750 1000 150 200 =i r8.44 OUTIN DIMNSIONS I WEIGHTS Motor P M*MD*Mtr.Pup HP stages size lengt lengt dia.wt.wt. 50 3 6"45.13 55.30 5.44 304 189l~60 4 6"52.38 6130 5.44 335 233 75 5 8"60.25 54,90 7.50 433 280 100 6 8"67.50 58.90 7.50 478 323 125 8 8"82.00 68.80 7.70 709 411 Note: diensions = inches; weight = U.S. Ibs. p M* Maum lengt (F Electrc Motor) MD* Motor diameter (Fra Electrc Motor) SPECIFCATIONS Mium Well I.D.10.0 Inches Mium Submergence (¡ BEP (above inlet)10.0 Feet Capacity Rage 147-865 GPM Discharge 6" F NP See manufactr's data for motor coolig reuiements SUPERSEDES Al PreviouMLDb -l LMD Date 04115198 Section ST' Page 24.03 I I I I I I I I I I I I I I I I I I I s Wtf,t L ,NJl'(, 5 H f s " "l--"'W' -~ II '1", , "" ? J ~'4 a~ it e ~ ,r¡ J ~. 'ti';~ 't¡t "x ~4" Submersible Pumn$ ri :1:~9 '0:1',#' J ~tl ..-,' '" i" lt.?'J( !i~ "ÝIO 'H"r ~ tr' ";'" 'iÆ':J: "t'l..!. .;. ~;1~ T .~, ..~" ~. ~"" "" ; r ,,,' ., "" A ~ ;.'.., ? SandHandler High Capacity 45 gpm Performance Curves ena:w l-I-ililenil~0.u.,.: : . ..:.4. cf450ii )-350 1000 ..ÜZ 400 60 !! 300 50 Ü900u.u.40W250350..800 225 300 700 200 600 175 250 500 ~ -'.150 200 125 400 150100 300 .. 75 100 200 50 'Ht- . .50 25 100 0 0 00 10 20 30 40 50 60 80 GPMiiIIiIIIIi M3PH024681012141618 Note: 1. Performance shown does not incude friction loss in the dro pipe. 2. All performance data is based on rated motor nameplate voltge. 3. Performance for former XP models are the same as 45 gpm models. 22 I I 1 I 1 I I I 'Î(/ ~/?? - ¿?-~Z- Pumps R2GM and R2GH .ft'¿ / tiD'! /t CENTRIFUGALS Performance Curve Section 1 Page 18 Ma 1 1991 o0( --- .-_. ~ I :; ê 7') . "- . -.,. i ~~$,' ~~I i , 250 7-518. P'"_ 225 6-;7/8" O'A. .. 5-'5116" OIA. .---._~-_.._--_. 5-1132" DrA. 50 25 o HPSH 30 :r : 20z 10 40 20016080100120140160180 I- ~G I) Griswold1 Industrial I: 7x/r¿ p~i , I , i l------ ¡ - I . !; I i GAllONS PEl MINUTE 220 ~r.(;1 ION 1540 ~PU ( sin ...... '.... :. i~t~::~:::.::,~d:~~~~~2;;~;::;i;A;;~;;~~l" I I 1 I I I I I I I I I I I 1 1 I 1 I I I I 1 1 I iiè:~___,; j;I ' !'l .\r'. I t'SS ~': Ii ? ìi J i I , ,,.,, !,.j _'0'/ :?;~~~.~'1\' ,I ., '....__,.,L..__--~_:.:,:_---.-:~_~-. ,____"~""", ,;P 'l..~~~_~; \ .._---~ ,-'i'/~//" !'t . ,~d.~-'-'-"'---'"1-..-.-,7'r:~ \\1\ T ~ -¡, Vfv/.A~" 11 11::JIIt T,tJ~ ¡30~0 A );.'~ _._------~.- 1/~..'..-. -~ \i~iI! :if 1 /1Ii .Q~ . - -'-'-.. ---'----.'---,~_._---- .~ -G"MfN:-l .: N()R~v1r',L. VC)LI"i!Vi!~ '. . CAL \. 1~i~ is- ~ 0~~~ / 4~: ,,/'?""--..- ..--_._.__._-_._--- ~'..- ._.- ... -- -'-"-"-- , ¡'" LJNE-/...~., ~ 'E 2' \l~'l ~;. j , ~~ ,~_....,--,._---,oOm,SîIt' ANÓ r" .. --nJ. . ' ÔmGRINA T i ON ~£"~i. .. -'-._- - - .. .. _ .. "T _ r;'iT. ;"¡:'~,O,~~_=______" ~'iRE2" FL, ry~,~~' C'P A l N C.-UMP i I: !i' I!i' IiI,-ii;I!"..1; 'iiii \. ...' Si'.ih r-..~ \"l ~"'LIT .",:r.. T' I."~TJIt l.Li'~~I)!.L:) ~J.l l.. _ _ _ __. n:nr Tiì\ Ji IT1.; -.1. 'L JL \V1Lii.~,¿.A,- :_-ES . -- - ---.., ---~:-:~_:1____..._ _____ .._._...____ _._ _.__.___-- j ; q- ,,; "-- , c(JME S' ¡,' PUMP' .----.----.- _-_ ... "0- ___'_ _"_'_"'_._--_.-._--..'------ . - -.'--' - -----------_.. ~-lr~-rJN T~:-.~:., t-F.;ri(t ;. i~' "if . ,..;1-,. . -, I -------...- '..--. .._...___. ______'0__ 't.' . ,,¡i'" i-S; \ - (" 7' ß f C, Ii t'i 70~,Ø(PS' ~I - Ji'_) sO lJ-:, ¡r",.J ~~1;I I I I~,. --. fIt N~~ 'N ,.' .N; :~i t1 1 ;i) ~) rc- rEti.1 ~ 1 1 I I I I I I 1 I I 1 I I I I I I 1 APPENDIXC Water Demad Sum Meter Data Summ I I 1 I I I I 1 1 I I I I I I I I I I WATER DEMAD SUMMARY Systemgpm Exiting (212 DoubleT DoubleT Scenario gpdlRU gpmlRU Phase i (228 Phase 2 (258ERU)ERU)ERU) Average Day 993.60 0.69 146.28 157.32 178.02 Maximum Day 3189.05 2.21 468.52 503.88 570.18 Peak Hour (pF = 1.5)3.315 702.78 755.82 855.27 Fire Flow, Residential 1,000 gpm for two hours Fire Flow, Commercial 1,500 gpm for two hours 1 I 1 1 1 1 I I 1 I I 1 1 1 1 I 1 I I BAR CIRCEL S WATER SYSTEM METER DATA SUMMARY Total Monthly 16" Well Monthly 6" Well Monthly Metered Usage Metered Flows Metered Flows Nov. '07-April'08 (6 month Ava.)1,449,330 700,330 1,013,983 *11 Months of re May 4,353,810 3,885,700 910,100 June 6,067,710 5,581,300 897,300 July 10,786,790 10,039,800 952,900 August 12,411,520 11,575,700 1,125,900 2008 September 7,568,560 6,531,700 858,500 Monthly Average 4,534,943 3,801,471 984,418 Yearly Balance I Yearly Tota/(OnlY 10 months)49,884,370 41,816,180 10,828,600 2,760,410 IAverage Day Total 149,354 125,198 32,421 Avg. Day gal/D.U. (154 D.U.s)970 cords. Oct. '06-March '07 (6 month Avg.)1,567,417 1,383,450 949,200 *13 Months of re April 1,881,050 1,531,200 869,200 May 4,950,190 4,714,800 809,500 June 7,832,430 7,837,100 898,200 Julv 13,397,580 13,230,100 1,021,400 Auaust 14,396,580 13,314,300 1,043,800 2007 September 8,729,030 9,306,300 990,000 October 1,674,570 820,000 1,005,700 Monthly Averaae 4,789,687 4,542,654 948,692 Yearly Balance 1 Yearly Total(Only 13 Months)62,265,930 59,054,500 12,333.000 9,121,570 1 Average Day Total 157,237 149,128 31,144 Avg. Day gal/D.U. (155 D.U.s)1,014 cords. Oct. '05-March '06 (6 month Avg.)1,165,529 1,155,733 990,900 April 1,531,519 1,183,900 1,094,000 Mav 4,348,490 4,264,100 845,700 June 5,187,840 4,965,300 827,700 July 11,877,360 11,914,800 996,200 2006 Auaust 14,730,230 14,560,100 1,180,600 September 8,496,370 9,019,800 959,400 Monthly Averaae 4,430,415 4.403,533 987,417 Yearly Balance I Yearly Total 53,164,980 52,842,400 11,849,000 11,526,420 I Average Day Total 145,657 144,774 32,463 Avg. Day gaVD.U. (149 D.U.s)978 Average Day (gal/min.ld.u.) Existing System (gal/day) 152,0411 3 Year Balance 23,408,400 0.69 Maximum Day (gaVd.u.) Maximum Day (gal/min.ld.u.) "Used 154 D.U. 3,189.05 2.21 475,1691 Peaking Factor I Peak Hour Demand (gal/min.ld.u.) : 1.50 3.32 712,7531 I 1 I 1 I I 1 I I I I I I 1 1 1 I I I APPENDIXD System Flow Test Results 1 I I I I I I 1 1 I I I I 1 I I I 1 I WELL #1 PUMP TESTING 10.17.2008 Tank is 30-ft diameter by 35-ft tall Tank Cross-Sectional Area: 706.8583 SF 5287.3 gallft Production Well Test # 1 Time Tank Level Meter Description Calculated Flow min sec minutes (feet)(gpm)(gpm) 0 0 0.00 32.35 0 Pump ON 0 38 0.63 400 Full Flow 1 0 1.00 32.52 899 2 0 2.00 32.58 400 317 3 0 3.00 32.69 582 4 15 4.25 32.58 Pump OFF -465 5 0 5.00 32.63 Stabilzed 352 Beginning to end flow calculation:348 gpm *note small level change, calculations subject to error. Production Well Test # 2 Time Tank Level Meter Description Calculated Flow min sec minutes (feet).(gpni).; .(gPrn).' . 0 0 0.00 32.46 Pump ON 0 8 0.13 32.52 1 0 1.00 32.63 671 2 0 2.00 32.69 317 3 0 3.00 32.81 350 634 4 0 4.00 32.86 264 5 0 5.00 32.98 348 634 6 15 6.25 33.04 254 7 0 7.00 33.15 Pump OFF 775 8 20 8.33 33.04 -436 10 0 10.00 33.1 Stabilized 190 Beginning to end flow calculation:483 gpm *note small level change, calculations subject to error. I I 1 I I I 1 1 I I I 1 1 I I I 1 I I BOOSTER PUMP TESTING 10-17-2008 Booster Test # 1 All other pum ps off, normal system demand Time Tank Level Pressure Description min sec minutes (feet)at pump at discharge 0 0 0.00 33.04 75 45 Pump30N 3 0 3.00 32.92 80 Beginning to end flow calculation:211 Qpm *note small level change, calculations subject to error. B t T t#2 F' h d rt II doos er es ire iye ran pa ia .iy opene Time Tank Level Pressure Description min sec minutes (feet)at pump at discharge 0 0 0.00 32.69 75 45 Pump30N 2 0 2.00 32.63 80 46 Pumps 3 and 4 ON 7 0 7,00 32.29 92 75 Pumps OFF BeQinninQ to end flow calculation:159 gpm, one pump (0 to 2.0 minutes) BeginninQ to end flow calculation:180 Qpm, each pump (2.0 to 7.0 minutes) *note small level change, calculations subject to errOL Notes: 1. Flow tests short in duration to maintain system pressures. Longer time frames needed for accurate measurements. 2. Tank level readings from DistaView TwoView Dual Pump Controller in pump house. I I I I I I I 1 I I I 1 I 1 I I I I I CALIBRATION FLOW TEST 10-17-2008 Fire Hydrant Flow Test Tank Cross-Sectional Area (sf):706.583 Hydrants Well House Time Meter Residual Discharge Tank Level Description min sec minutes (oDm)Pressure Pressure (feet) 0 0 0.00 0 60 65 32.23 All Pumps OFF 1 5 1.08 Pump # 1 ON 1 17 1.28 Pump#2 ON 1 23 1.38 35 Pump#3 ON 2 6 2.10 32 31.94 Pump#40N 2 49 2.82 400 23 3 28 3.47 420 5 0 5.00 500 24 35 31.54 6 0 6.00 500 24 35 31.42 7 0 7.00 83 31.31 Fire Pump ON, Pumps 1 - 4 OFF 7 43 7.72 920 70 90 8 0 8.00 920 65 90 30.9 8 25 8.42 920 65 90 Flow calculation, all four boosters:170 gpm, each pump (2.1 to 7.0 minutes) Notes: 1. Flow measured with Pollard Water gauge, providing both flow and pressure readings on a dial guage (rated 0-1680 gpm, 0-100 psi) 2. Flow hydrant located on Ohio Match between Ramsey and Amber Ct. 3. Residual pressure measured on hydrant located on east end of pipe in Ohio Match Road. 4. Tank level readings from DistaView TwoView Dual Pump Controllèr in pump house. . I 1 1 1 I 1 I I I 1 I 1 I 1 1 1 1 1 I APPENDIXE Water Model System Map BCS-W-08-01 SEE THE CASE FILE FOR APPENDIX E, THE WATER MODEL SYSTEM MAP, WHICH WAS TOO LARGE TO BE SCANNED 1 I I I I I I I 1 1 I 1 I I I 1 I 1 I APPENDIXF Storage Calculations I I I I I I 1 I 1 I I 1 I 1 1 I 1 1 I STORAGE CALCULATIONS 10-17-2008 Emergency Storage Calculations (lDAPA 58.01.08.501.07) 8 hr. ~ Average Day = (8hr * 0.69gpm * 60min/hr * 258 ERUs) = Fire Flow = (1500 gpm * 60min/hr * 2 hr) = Backup Power to Well #2 Well #2 Supply = (55 gpm * 60min/hr * 8 hr) Emergency Storage Required = Existing Storage = Additional Emergency Storage Req'd = With Backup Power to Well #1 Well #1 Supply = (483 gpm * 60min/hr * 8hr) = Emergency Storage Required = Equalization Storage Calculations (Design File Notel Reservoir Sizing - Public Water System DEQ Design File note dated February 11, 1998 Qmxdy= Qpkhr = Qsourcehr= Qsourcedy = (1.94 gpm * 258 ERUs * 60 min/hr * 24 hr/day) = (2.90 gpm * 258 ERUs * 60 min/hr * 1 hr) = ((483 gpm + 55gpm) * 60 min/hr * 1 hr) = ((483 gpm + 55 gpm) * 60 min/hr * 24 hr/day) = Ratio =Qsourcedy I Qmxdy = Equation for 1.06 ratio = 4.7 * Qmxdy/24 = Existing Storage = Additional Equalization Storage Req'd = 85,450 Gal. 180,000 Gal. 265,450 Gal. 26,400 Gal. 239,050 Gal. 174,481 Gal. 64,569 Gal. 231,480 Gal. -166,911 Gal. 720,750 Gal. 44,892 Gal. 32,280 Gal. 774,720 Gal. 1.07 141,147 Gal. 174,481 Gal. -3,334 Gal.