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Resolution No. 10-48 CITY OF TIGARD, OREGON TIGARD CITY COUNCIL RESOLUTION NO. 10- VS A RESOLUTION ADOPTING THE CITY OF TIGARD'S WATER SYSTEM MASTER PLAN WHEREAS, the Water System Master Plan supports the Five-Year Council Goals,Long Term Goals and Long Range Objectives; and WHEREAS, the City of Tigard completed an analysis of current water facilities deficiencies and makes recommendations for future needs; and WHEREAS, the Water System Master Plan was completed;and WHEREAS, the Council has reviewed the Water System Master Plan;and WHEREAS, the plan before the Council adequately and accurately identifies current and future water facility needs in Tigard. NOW,THEREFORE,BE IT RESOLVED by the Tigard City Council that: SECTION 1: The City of Tigard's Water System Master Plan dated May 2010, (Exhibit A) is hereby adopted. SECTION 2: Staff is directed to implement the projects recommended by the Water System Master Plan. SECTION 3: This resolution is effective immediately upon passage. }7 y. PASSED: This ) L/ f� day of % ht L 2010. Mayor-City of Tigard ATTEST: CityecR order- City of Tigard RESOLUTION NO. 10 - Page 1 / TIGARD Water System Master Plan May 2010 Alilf onY' '- i . ' .!•rte -t •. ^ • yy 4ir r� - r t S caro/% Engineers...Working Wonders With Water Is City of Tigard WATER SYSTEM MASTER PLAN FINAL May 2010 4380 SOUTHWEST MACADAM AVENUE SUITE 350 PORTLAND, OREGON 97239-6406 • (503) 227-1885 • FAX (503) 227-1747 pw:/lCarollo/Documents/ClienUOR/Tigard/8287A00/Deliverables/MasterPlan CITY OF TIGARD WATER SYSTEM MASTER PLAN TABLE OF CONTENTS EXECUTIVE SUMMARY ES.1 CHAPTER 1 — EXISTING SYSTEM............................................................................ES-1 ES.2 CHAPTER 2— POPULATION & DEMANDS...............................................................ES-5 ES.3 CHAPTER 3 — HYDRAULIC MODEL..........................................................................ES-6 ESA CHAPTER 4—SYSTEM ANALYSIS...........................................................................ES-6 ES.5 CHAPTER 5—JOINT WATER SUPPLY INTEGRATION ...........................................ES-8 ES.6 CHAPTER 6—CAPITAL IMPROVEMENT & MAINTENANCE PLANS ......................ES-9 CHAPTER 1 - EXISTING SYSTEM 1.1 Introduction.................................................................................................................... 1-1 1.2 System Overview........................................................................................................... 1-1 1.3 Water Supply................................................................................................................. 1-5 1.3.1 City of Portland .................................................................................................. 1-5 1.3.2 City of Lake Oswego.......................................................................................... 1-6 1.3.3 Groundwater Supply Wells................................................................................ 1-6 1.3.4 ASR Wells.......................................................................................................... 1-7 1.4 Distribution System Interties.......................................................................................... 1-9 1.4.1 Tualatin Valley Water District............................................................................. 1-9 1.4.2 Joint Water Commission.................................................................................... 1-9 1.4.3 City of Beaverton ............................................................................................. 1-10 1.4.4 City of Tualatin................................................................................................. 1-10 1.4.5 Lake Grove Water District................................................................................ 1-10 1.5 Existing Infrastructure.................................................................................................. 1-12 1.5.1 Piping System.................................................................................................. 1-12 1.5.2 Storage Reservoirs.......................................................................................... 1-13 1.5.3 Pump Stations ................................................................................................. 1-15 1.5.4 Pressure-Reducing Valve Stations.................................................................. 1-16 1.6 Facilities Operation and Maintenance......................................................................... 1-20 1.6.1 Supervisory Control and Data Acquisition ....................................................... 1-20 CHAPTER 2 - POPULATION AND DEMAND PROJECTIONS 2.1 Introduction.................................................................................................................... 2-1 2.2 Historical & Projected Population .................................................................................. 2-1 2.2.1 Historical Population.......................................................................................... 2-1 2.2.2 Projected Population.......................................................................................... 2-1 2.3 Historical & Projected Demands.................................................................................... 2-6 2.3.1 Historical Demands............................................................................................ 2-6 2.3.2 Per Capita Usage .............................................................................................. 2-7 2.3.3 Projected Water Demands................................................................................. 2-7 CAROLLO ENGINEERS i Final— May 10 pw:l/Carollo/Documents/Client/ORIrigard/8287AOOIDeliverables/Master Plan/ CITY OF TIGARD TABLE OF CONTENTS CHAPTER 3 - HYDRAULIC MODEL DEVELOPMENT 3.1 Introduction ....................................................................................................................3-1 3.2 Scenarios .......................................................................................................................3-1 3.3 Model Development.......................................................................................................3-2 3.4 Model Verification...........................................................................................................3-7 CHAPTER 4- SYSTEM ANALYSIS 4.1 Introduction ....................................................................................................................4-1 4.2 Analysis Criteria .............................................................................................................4-1 4.2.1 Distribution System ............................................................................................4-1 4.2.2 Pump Stations....................................................................................................4-2 4.2.3 Storage...............................................................................................................4-3 4.3 Existing System ANALYSIS...........................................................................................4-4 4.3.1 Source of Supply................................................................................................4-4 4.3.2 Storage...............................................................................................................4-5 4.3.3 Pump Station Evaluation....................................................................................4-9 4.3.4 Distribution System Piping Evaluation..............................................................4-13 4.4 Recommended Improvements.....................................................................................4-18 4.4.1 Supply ..............................................................................................................4-18 4.4.2 Distribution System Pipelines...........................................................................4-22 4.4.3 Storage.............................................................................................................4-26 4.4.4 Pump Stations..................................................................................................4-29 CHAPTER 5- INTEGRATION OF JOINT WATER SUPPLY 5.1 Introduction ....................................................................................................................5-1 5.2 System Configuration.....................................................................................................5-1 5.2.1 Winter Conditions...............................................................................................5-1 5.2.2 Summer Conditions............................................................................................5-4 5.3 Projected Demands........................................................................................................5-4 5.4 Capacity Criteria.............................................................................................................5-5 5.5 JWS Delivery Alternatives..............................................................................................5-7 5.5.1 Alternative 1 - Designated Transmission Line....................................................5-7 5.5.2 Alternative 2 - New Booster Pump Station.........................................................5-9 5.5.3 Cost Comparison..............................................................................................5-10 5.6 Recommended Improvements.....................................................................................5-12 CHAPTER 6 -CAPITAL IMPROVEMENT AND MAINTENANCE PLANS 6.1 Introduction ....................................................................................................................6-1 6.2 Cost Estimating Methodology ........................................................................................6-1 6.3 Capital Improvement Program .......................................................................................6-1 6.3.1 Project Prioritization and Timing.........................................................................6-1 6.3.2 Recommended Projects.....................................................................................6-2 6.3.3 Recommended CIP............................................................................................6-1 6.4 Capital Maintenance Program........................................................................................6-3 6.4.1 Recommended Projects.....................................................................................6-3 6.4.2 Recommended CMP..........................................................................................6-4 6.5 Other Recommendations...............................................................................................6-6 CAROLLO ENGINEERS II Final - May 10 pw://Camllo/DwC mentslClient/OR/rigard/8287A00/Deliverables/MasterPlan/ CITY OF TIGARO TABLE OF CONTENTS APPENDICES APPENDIX A - Household and Population Data (Chapter 2) APPENDIX B - JWS Delivery Alternatives Cost Estimate (Chapter 5) APPENDIX C - Unit Pipeline Cost Estimates (Chapter 6) APPENDIX D - CIP Detail Sheets (Chapter 6) APPENDIX E - CMP Detail Sheets (Chapter 6) APPENDIX F - Facility Naming Convention (Chapter 1) LIST OF TABLES Table ES.1 Projected Population..........................................................................................ES-5 Table ES.2 Projected Demands............................................................................................ES-6 Table ES.3 Recommended Capital Improvements Plan.....................................................ES-11 Table ESA Recommended Capital Maintenance Program................................................ES-12 Table ES.5 Other Recommendations.................................................................................ES-15 Table 1.1 Historical Water Purchase/Production ................................................................. 1-5 Table 1.2 Groundwater Sources.......................................................................................... 1-8 Table1.3 System Interties ................................................................................................. 1-11 Table 1.4 Existing Pipe Lengths by Diameter and Material ............................................... 1-12 Table 1.5 Existing Storage Facilities.................................................................................. 1-14 Table1.6 Pump Stations.................................................................................................... 1-17 Table 1.7 Pressure Reducing Valves................................................................................. 1-18 Table 2.1 Historical Water Service Area Population............................................................ 2-1 Table 2.2 Population Forecast Estimates ............................................................................ 2-5 Table 2.3 Historical Water Demands ................................................................................... 2-6 Table 2.4 Projected Demands.............................................................................................. 2-8 Table 2.5 Projected Average Day Demands by Pressure Zone ........................................ 2-10 Table 2.6 Projected Peak Day Demands by Pressure Zone.............................................. 2-11 Table 2.7 Projected Peak Hour Demands by Pressure Zone ............................................ 2-12 Table 3.1 Supply Assumptions Used for Hydraulic Modeling .............................................. 3-2 Table 3.2 System Operational Controls............................................................................... 3-4 Table 3.3 Hydraulic Model Calibration Results.................................................................... 3-9 Table 4.1 Distribution System Criteria.................................................................................. 4-2 Table 4.2 Pump Station Evaluation Criteria......................................................................... 4-3 Table 4.3 Storage Evaluation Criteria.................................................................................. 4-3 Table 4.4 Fire Flow Criteria.................................................................................................. 4-4 Table4.5 Supply Summary.................................................................................................. 4-5 Table 4.6 713 Service Level Storage Evaluation ................................................................. 4-6 Table 4.7 55OG Service Level Storage Evaluation .............................................................. 4-7 Table 4.8 410 Service Level Storage Evaluation ................................................................. 4-8 Table 4.9 Overall System Storage Evaluation ..................................................................... 4-9 Table 4.10 530 Service Level Pumping Capacity Evaluation............................................... 4-10 Table 4.11 55OG Service Level Pumping Capacity Evaluation............................................ 4-11 CAROLLO ENGINEERS iii Final - May 10 pw://Camilo/Documenis/ClienVORRigardl8287A80/Deliverables/Master Plan/ CITY OF TIGARD TABLE OF CONTENTS Table 4.12 830 Service Level Pumping Capacity Evaluation ...............................................4-12 Table 4.13 Existing 713 Service Level Pumping Capacity Evaluation..................................4-13 Table 4.14 Available Fire Flows at ISO Locations................................................................4-16 Table 4.15 Recommended Supply Improvements................................................................4-22 Table4.16 Future Storage....................................................................................................4-29 Table 4.17 Future 55OG Service Level Pumping Capacity Evaluation .................................4-30 Table 4.18 Future 713 Service Level Pumping Capacity Evaluation....................................4-31 Table 5.1 Projected Demands for 410 Zone.........................................................................5-5 Table 5.2 Projected Demands for Upper Zones...................................................................5-5 Table 5.3 Pumping Capacity Criteria....................................................................................5-6 Table 5.4 JWS Alternatives Cost Estimate.........................................................................5-10 Table 6.1 Unit Pipeline Upgrade Costs.................................................................................6-1 Table 6.2 Recommended Capital Improvements Plan .........................................................6-2 Table 6.3 Recommended Capital Maintenance Program.....................................................6-5 Table 6.4 Other Recommendations......................................................................................6-6 LIST OF FIGURES Figure ES.1 Water Service Area Map....................................................................................ES-2 Figure ES.2 Water System Map............................................................................................ES-3 Figure ES.3 Existing System Hydraulic Profile......................................................................ES-4 Figure ESA Recommended Capital Improvements Projects Map ......................................ES-13 Figure ES.5 Recommended Future Hydraulic Profile..........................................................ES-14 Figure1.1 Water Service Area...............................................................................................1-2 Figure1.2 Water System Map...............................................................................................1-3 Figure 1.3 Existing System Hydraulic Profile.........................................................................1-4 Figure2.1 TAZ Overlap ............................................................................................_............2-3 Figure 2.2 Downtown Development Areas ............................................................................2-4 Figure 2.3 Projected Demands..............................................................................................2-9 Figure3.1 Diurnal Curve.........................................................................................................3-6 Figure 3.2 Hydrant Test Locations.........................................................................................3-8 Figure 4.1 Available Fire Flows............................................................................................4-15 Figure 4.2 ISO Fire Flow Locations .....................................................................................4-17 Figure 4.3 Recommended Improvements- Hydraulic Profile .............................................4-19 Figure 4.4 PRV Improvement(PRV-1 & P-3) ......................................................................4-21 Figure 4.5 Recommended Pipeline Improvements..............................................................4-23 Figure 4.6 55OG/55OF/53O Connection (P1)........................................................................4-24 Figure 4.7 Area 1 Fire Flow Improvements (P2A-C)............................................................4-25 Figure 4.8 Area 2 Fire Flow Improvements (P2D) .......................................... ....................4-27 Figure 4.9 Area 4 Fire Flow Improvements (P2E) ...............................................................4-28 Figure 5.1 System Schematic for JWS Integration - 2016.....................................................5-2 Figure 5.2 System Schematic for JWS Integration - 2030.....................................................5-3 Figure 5.3 JWS Delivery Alternative 1 ...................................................................................5-8 CAROLLO ENGINEERS Iv Final -May 10 pw://Carona/➢ocumenLUClienUOR/rigard/8287A00/OeliverableslMaster Plan/ CITY OF TIGARD TABLE OF CONTENTS Figure 5.4 JWS Delivery Alternative 2................................................................................. 5-11 Figure 6.1 Hydraulic Profile— Recommended Improvements............................................... 6-2 Figure 6.2 Recommended Improvement Projects................................................................. 6-3 Figure 6.3 Final Hydraulic Profile.......................................................................................... 6-4 CAROLLO ENGINEERS v Final -May 10 pw://Carollo/Documents/ClienVOR/figard/8287A00/Deliverables/Master Plan/ CITY OF TIGARD EXECUTIVE SUMMARY WATER MASTER PLAN EXECUTIVE SUMMARY This Water System Master Plan is an update to the City of Tigard's (City's) 2000 Water System Master Plan. This plan was developed to satisfy the Oregon Health Division (OHD) water master plan requirements as outlined in Oregon Administrative Rules (OAR) 333-61- 060. This Executive Summary briefly summarizes the contents of each chapter in the plan, including major activities, conclusions, and recommendations. ESA CHAPTER 1 - EXISTING SYSTEM Chapter 1 summarizes the existing water system including a description of the Tigard Water Service Area (TWSA), the supply sources, existing infrastructure, and general operations. System Overview The City of Tigard supplies potable water to approximately 57,500 people. The Tigard Water Service Area (TWSA) is approximately 13 square miles and includes the majority of the City of Tigard, the Tigard Water District, and the Cities of Durham and King City, as shown in Figure ES.1. The City's water distribution system consists of five major pressure zones, separated by pressure reducing valve (PRV) stations, as shown in Figures ES.2 and ES.3. The 550-foot elevation pressure zone is comprised of several sub-zones that are not physically connected, but share the same hydraulic grade line. Water Supply The City has water purchase agreements with the Cities of Portland and Lake Oswego, and has emergency supplies from the Tualatin Valley Water District (TVWD), Joint Water Commission (JWC), City of Beaverton and Lake Grove Water District. In 2007, the Cities of Tigard and Lake Oswego completed a Joint Water Supply(JWS) System Analysis to evaluate joint supply options. Based on the results of the analysis, the two cities are pursuing a joint supply effort, which will result in the City purchasing up to 14 mgd from the City of Lake Oswego as soon as 2016. With the new JWS, the City will no longer rely on the City of Portland supply. In addition to purchasing water, the City owns and operates one groundwater well and two Aquifer Storage and Recovery (ASR)wells to supplement existing water supplies during periods of high water demand. A third ASR well has already been drilled, but is not yet equipped. Existing Infrastructure The City's system encompasses approximately 250 miles of pipelines, fourteen reservoirs with a combined capacity of 27.4 million gallons (MG), seven pump stations, and twenty-one pressure reducing valve (PRV) stations. At the time of writing this report, the City is beginning construction of the Pump Station 10 expansion, serving the 550G Pressure Zone, and has constructed a temporary eighth pump station, serving the 550C Pressure Zone. The system is monitored and controlled by a central supervisory control and data acquisition (SCADA)system. CAROLLOENGINEERS ES-1 Final—May 10 pw://CamilotDocuments/ClienVORITigardIB287A00/Doliverables/Executive_Summary,docx - I I I Legend - I j i WASHINGTON C�Tigamgry 1-hits COUNTY I Water3emice Area Tualatin Valla QTlgard Water Smice Area _i_._. 1jf Walter District j • 'l r I �TlparE Water Service In TVWD s.._._ _�1 F Wa ClyLinits 13EAVERTON r City of Beaverton �r•�. L._I Washington County Watwo.strlct PORTLAND , City of Portland alatin Valley I Water District ' S Park Sou aoE Pazk .a,A -_Iy5lrlet`-�TiGAR ffier District#21 I ?_�,1 `I iLl�• - l 1=a .. tCity orLakeOswego A' If --✓ ~' LAKE OSWEGO l C, Tigard WaW District 1 Y:'P.SHIIdG'T7 ti Lake Drove DIS nn WITDistrict p15 KING CITY _ h 1 /i =Y IDURHA � / 3 11 I � FIGURE ES.1 ' t TUALATIN ( WATER SERVICE AREA City of Tualatin G, � `'e i--- WATER SYSTEM MASTER PLAN 0 629,250 2,500 3,750 5,000 }f-1^laler!Dts,' t;014 I ®Feet --- ` CITY OF TIGARD Legend - - MT[gerd City Limits - - - - - r'—.] PTp Tigard Water Service Area _ � -- PORT I3Tigard Water Service In TVWD ® Emergency Inertias © Supplies � avERTaR-zI •Tank aEnvenluna Plump Pressure Zones j 5 vaxiz j TWAD A10•TVWU King City - - sat Durham 410 X530 410 550A JOINTWAT(R�OPPLY ✓ �' ice/ I .5506 .�` iw•' ,t C Rte PR IN �•+ R>IFPVd50D t P P 550D n1ES0,2 RES" - Pr 550D RES+e 5500 00"550E PRa w-t s5oe �'S50F PPU�93 9Ja PR„swst 550e m r.az m • _ PR mt �'.55OG PESG]4J PyERE53 640 W 550H PRV�62710 ESR.i PP,F&0 =640 ®Pw55aet ,._yRc^„t871S �d•1 Psrt.a 'LPKE OShE 00 -713 P4'f1`0.C®—G3-C PR ta, Q t-0 RES*t 1 =830 vRsmo-z� aEe45 1150W Bull Mtn PR--' PRu$W i - -” ® mue,Is 550j W Bull ruin v�`"3550550H550C f King Cie/ N T IH.t I �r 410 Dumm FIGURE ES.2 WATER SYSTEM MAP 0 625,250 ;500 3,750 5,000 `.✓1 / T QT WATER SYSTEM MASTER PLAN ®Feet / CITY OF TIGARD - - ,c Cao^ILS ewe.,..............„m�.,- MZONE LEGEND EXISTING DESCRIPTION PRESSURE ZONE UAGL) 600'— PIPE ZRE�SEZOR STAPUMION8 �MMETER PRESSURE REDUCING VALVE STATION 4S CLOSEDVALVE PUMP ]13 ]13 RESERVOIR RESERVOIR 1320N gONFEftSTORAGEB-1 S, ¢ RECOVERY WELL RESERVOIR pgT— H tlp ry RE nYY IR ss.P[us.awcerunr 9 R R 8 n 2y 6. 3 E 600'— —600' 5505 5500L'NA 550D 550E 550H 550G 550 550G M RESERVOIR uo 530 E $ $ # $ PROPOSED X P P P P "P PUMPSTATION 500'— Q - - - - 16EXPANSION M w ,A WO PROPOSED — —' IR—ESERMR MP P p PUMP RESERVOIRATION 13 STATION 12 11,yPUMPM eSTATION2 �{PgP M410 ZONE 412 412 61T 413 410 410 d1J d15AloZONERESERVOIR RESERVOIR RESERVOIR 3-1 ER 4 2 RESERVOIR RESERVOIR g1 42 40V +— v.N2_ a 1-1 1-2 —4W P PUMP 3 STATION II 3P SP P PUMP STATION 5 M yE FIGURE ES.3 360'- EXISTING SYSTEM HYDRAULIC PROFILE WATER SYSTEM MASTER PLAN ELEVATION CITY OF TIGARD [caro/lo Cr7y GF TIGARD EXECUn VESUMMARY ES.2 CHAPTER 2 - POPULATION & DEMANDS Chapter 2 summarizes the historical and projected population and demands for the City's water system. Historical & Proiected Population Historical population estimates were based on the number of water service accounts and an average number of persons per account. Population projections combined the future population of the current service area using projections established by Metro's 2035 Transportation Analysis Zone Forecast Allocation, additional development anticipated in the Tigard Urban Renewal and Washington Square Regional Center(not reflected in Metro's data), and the additional West Bull Mountain service area. The total projected population is shown in Table ES.1. Table ESA Projected Population Year Metro's Additional West Bull Total Population Downtown Mountain(3) Projections(') Development(') 2005 54,757 - 54,757 2010 57,649 75 57,724 2015 60,542 149 - 60,692 2020 63,435 224 2,959 66,618 2025 66,327 299 5,918 72,545 2030 69,220 374 8,877 78,471 Notes: 1. Estimates are based on Metro's Data Resource Center number of households for 2005 and 2035. Estimated number of households between 2005 and 2035 were interpolated in five-year increments assuming linear growth. 2. Population projections for the downtown development assume development begins in 2010 and grows linearly to 1,000 dwelling units by 2030. Some areas of development occur outside the water service area boundary; populations in these areas are not included. 3. Population projections for West Bull Mountain assume development begins in 2015 and grows linearly to build-out to 3,843 dwelling units by 2035. This number of dwelling units is the average of two possible build-out capacities. Historical & Proiected Demands In addition to historical population, historical water use data from 2004 to 2008 were used to establish the City's water use patterns, including per capita demands and peaking factors. Though the population has increased, total water usage has generally decreased from 2004 to 2008. The resulting average per capita water demand is 110 gallons per capita per day (gpcd), with a peak day peaking factor of 2.1. Diurnal use patterns established a peak hour peaking factor of 1.7. The projected average day demand (ADD) was calculated by multiplying the future population by the historical per capita water demand, as presented in Table ES.2. CAROLLO ENGINEERS ES-5 Final—May 10 pw;ICamilo/Documents/Client/ORfrgard/8287A00/Deliverables/Executive_Summary.do= CITY OF TIGARD EXECUTIVESUMMARV Table ES.2 Projected Demands Year Population Average Day Demand(dt Peak Day Demand(2) (mgd) (mgd) 2010 57,724 6.38 13.39 2015 60,724 6.70 14.08 2020 66,618 7.36 15.45 2025 72,544 8.01 16.83 2030 78,471 8.67 18.20 Notes: 1. Average Day Demand (ADD) is calculated by multiplying the population by a per capita usage of 110 gpcd. 2. Peak Day Demand (PDD)is calculated by multiplying ADD by the peak day peaking factor of 2.1. ES.3 CHAPTER 3 - HYDRAULIC MODEL Chapter 3 summarizes the development and calibration of the City's water system hydraulic model. The model was developed to facilitate evaluation of the system's ability to meet identified performance criteria under current and future conditions. The model was developed in InfoWater®based on the City's Geographic Information System (GIS) data, and includes all pipelines six-inch diameter and larger. The model incorporated operational settings for pump stations, supply sources, and PRVs, pump curves, pipe roughness coefficients, and the historical diurnal curves based on reservoir level and supply data. Based on the connectivity of the pipes, storage facilities, pump stations, and PRV stations, the system pressure zones were delineated in the model. The historical demand based on billing data per account was distributed throughout the model using geocoding. Once the geocoding was completed, demand profiles were established for 2009, 2016, and 2030. In each demand profile, the demands within each pressure zone were scaled uniformly to match current and projected water demands. The model was calibrated by comparing system pressures predicted by the model to data collected during field hydrant tests. System pressures were compared to data from twenty- two field tests; all model results were successfully calibrated to within 10 percent of field tests. ESA CHAPTER 4 - SYSTEM ANALYSIS Chapter 4 summarizes the capacity evaluation of the City's water supply, distribution system piping, pump stations, and storage reservoirs through the 20-year planning period. This chapter includes the analysis criteria, followed by an evaluation of the existing system and improvements to address identified deficiencies. All the system evaluations were conducted under three scenarios: 2010 (existing system), 2016 (maximum use of Portland supply without Lake Oswego JWS), and 2030 (full Lake Oswego JWS). CAROLLO ENGINEERS ES-6 Final -May 10 pw:/IC@mllo/Documents/CliemlORlrigard/8287AOOIDelivembles/Execufive_Summary.docz CITY OF TIGARD EXECUTIVESUMMARY Policies & Criteria Through discussions with City staff, City policies and criteria for providing reliable pressure and flow to City customers were updated. These policies addressed the maximum and minimum system pressures, pipeline velocities, reliable capacity and power sources for pump stations, and operational, fire, and emergency storage required by storage facilities. All analyses were conducted against these established criteria. Analyses • Supply. The City will require additional supplies to meet the short-term future demands prior to bringing the new JWS online (in 2016). Comparing the existing sources of supply to the projected 2016 demands results in a supply deficit of 2.9 mgd during peak flows. After the JWS is online, the City should be able to meet demands until the year 2030, where a 0.1-mgd supply deficit is anticipated. • Distribution System. Using the hydraulic model, the water system was evaluated under peak flow conditions. No pipelines were found to exceed the established velocity criteria. The system was also evaluated for its ability to meet peak flows under fire flow conditions, including the highest fire flow requirement per service level (based on land use), and for five specific properties as provided by the Insurance Services Offices (ISO). Four areas were identified with fire flow shortages, as well as several small diameter, dead-end pipelines. The largest deficiency identified was for providing fire flow to the 530 Pressure Zone. The system was able to meet all identified ISO fire flows. • Storage. Storage requirements for each pressure service level and for the entire system were calculated using the established storage criteria. Pressure zones and their associated demands were assigned into the 410, 550G, and 713 Service Levels according to how they are served by storage. Demands for the new West Bull Mountain area were also distributed accordingly. The results of the analysis show a large surplus of storage in the 410 and 550G Service Levels, and the overall system, and a 3.1-MG storage deficit the 713 Service Level. Both the 530 and 830 Pressure Zones are not served by storage via gravity. • Pump Stations. The ability of existing pumping facilities to serve their associated service levels were calculated according to the established pump station criteria. Pressure zones and their associated demands were assigned into the 530, 550G, 713, and 830 Service Levels according to how they are served by boosted water. Because the City is in the process of constructing Pump Station 10, this pump station was assumed to be online. In addition to the pumping criteria of meeting peak demands, the service levels were also evaluated for their ability to meet ADD while recharging the ASR wells during off-peak periods. The results of the pumping analysis show that the only pumping deficiency is in the 530 Service Level, which requires an additional 2,200 gallons per minute (gpm) of pumping capacity to meet the fire flow requirements. Recommended Improvements Several recommended improvements were identified for addressing the existing system deficiencies. Recommended projects are summarized in Table ESA, shown on Figures ESA & 5, and include the following: CAROLLO ENGINEERS ES-7 Final - May 10 pw://Carollo/Documents/OlienVO W Tigard/8287AOO/Delivembles/Fxecutive_Summary,dou CITYOF TIGARD EXECU77VESUMMARY • Supply. To ensure the City is able to meet the short-term demands prior to bringing the JWS online, equipping ASR Well 3 is recommended. To fully utilize this source, it is recommended that piping be installed to connect the area served by ASR Well 3 (the 550G Pressure Zone) to Reservoir 10 and to the 410 Pressure Zone near Reservoir 4. Other supply recommendations include development of ASR Well 4, and continued supply agreements with neighboring purveyors prior to implementing the JWS. • Distribution System. One major pipeline improvement was identified that will alleviate the fire flow deficiency in the 530 Pressure Zone, and will provide better system connectivity. This project includes connecting the 530 Pressure Zone to the 550G Pressure Zone, which is served by the new Reservoir 16. This project will allow both system demands and fire flows in the 530 Zone to be served by the reservoir. Five other pipeline improvements were identified to address the fire flow deficiencies, as shown in Figure ESA. • Storage. Though a storage deficiency was identified in the 713 Service Level, additional storage is not recommended because the City has ample pumping capacity to meet the demands of these upper pressure zones. • Pump Stations. Pump Station 1 serving the 530 Pressure Zone was the only pump station identified with a deficiency. However, by connecting the 530 Pressure Zone to the 5506 Pressure Zone, this deficiency is alleviated and Pump Station 1 can be removed. The City will be able to remove some pump stations from service with the planned new pump station. Replacing Pump Station 8 with a new pump station is also recommended. ES.5 CHAPTER 5 — JOINT WATER SUPPLY INTEGRATION Chapter 5 reviews the options for integrating the new Lake Oswego JWS into the Tigard water system in 2016. The new JWS will change the hydraulic grade line (HGL) at which the majority of supply enters the City's system, requiring system improvements. System Configuration The current water system configuration has the majority of supply (Portland) entering the system at the hydraulic grade line (HGL) of Reservoir 10 (470 feet). The new JWS will enter the system at the 410 Pressure Zone, the lowest pressure zone. Once the Portland supply is offline, much of the JWS supply will be required in the "upper zones," or zones above the 410 Pressure Zone served by Reservoir 10, especially during winter conditions when the ASR wells need to be recharged. Under the current system configuration, the 14 mgd of flow anticipated from the new JWS cannot be conveyed to the upper zones without causing excessive pressures in the 410 Zone. Improvements are needed to convey the required supply up to the HGL of the current Portland supply. Projected Demands To identify the required capacities for facilities needed to distribute the JWS, the projected demands for the 410 Zone and the upper zones were evaluated separately. The water requirements in the upper zones include customer demands, as well as ASR Well recharge during the winter. By the end of the planning period in 2030, total winter demands in the CAROLLO ENGINEERS ES-8 Final - May 10 pw7lCamllo/Documents/Clien00RrFgard/8287AOO/Deliverables/Executive_Summary docx Cm OFTrGARO EXECUTIVESUMMARY upper zones require half of the JWS supply (approximately 4,300 gpm), especially for recharging the ASR Wells. Capacity Criteria Criteria were developed to support development of supply distribution alternatives given the system demands outlined above. The criteria focus on meeting system demands in the upper and lower zones, meeting ASR Well recharge requirements, and utilizing existing infrastructure. JWS Delivery Alternatives Two main alternatives were identified to integrate the JWS supply into the City's system to meet the established criteria. Cost estimates were prepared for these alternatives as presented below. • Alternative 1. This alternative includes a 20-inch diameter designated transmission line from a new Pump Station 5 to Reservoir 10; pumping directly from the JWS HGL (320 ft) to the Reservoir 10 HGL (470 ft). A second set of pumps at the new Pump Station 5 would deliver flows to the 410 Service Level. This alternative was estimated to cost approximately$8.3 million. • Alternative 1. This alternative includes replacing Pump Station 5 to deliver JWS flows to the 410 Service Level only, and constructing a separate pump station to boost flows from the 410 Service Level to Reservoir 10. Under this alternative, no designated transmission line is necessary, as the new pump station would draw directly from the 410 Service Level. This alternative was estimated to cost approximately $5.1 million. Recommended Improvements Given the cost discrepancy between the alternatives, it is recommended that the City pursue Alternative 2 and construct both a new Pump Station 5 and a new booster pump station. This recommendation has other advantages including a smaller area of impact during construction, and simplified pump design and operation for the new Pump Station 5. ES.6 CHAPTER 6 - CAPITAL IMPROVEMENT & MAINTENANCE PLANS This chapter presents a prioritized water system Capital Improvement Plan (CIP) and Capital Maintenance Plan (CMP)for the City. Cost Estimating Planning-level cost estimates were developed for each of the recommended CIP projects. These estimates are presented as total project costs in January 2010 dollars, corresponding to an Engineering News Record (ENR) 20-Cities Construction Cost Index (CCI) of 8,660. All costs include a 30 percent estimating contingency, 10 percent for general conditions, 15 percent for contractor overhead and profit, and 20 percent for engineering, legal and administration (ELA) costs. Costs are at a planning level (+50/-30 percent of accuracy) and should be refined as project-and site-specific requirements are further developed. CAROLLO ENGINEERS ES-9 Final - May 10 pw://Carollo/Docu ments/Client/OR/Figard/8287A00/Deliverables/Executive_Summary.dou CITY OE TIGARD EXECUTIVESUMMARY Recommended Capital Improvements Program The purpose of the CIP is to document capital projects that are required to improve capacity, improve the level of service, or improve system redundancy. Recommended improvement projects identified in Chapters 4 and 5 were assigned a project identification number and were prioritized and scheduled as presented in Table ES.3. Of the recommended projects, supply- or capacity-related projects were prioritized first, followed by projects addressing deficient fire flows. Supply-related improvements were scheduled to be completed one year before the year in which they are needed. Beyond the next five years, the implementation timing for the recommended CIP projects was developed in five-year increments. At the request of City staff, fire flow improvements (with the exception of the project addressing the 530 Pressure Zone)were grouped together into a general fire flow improvement category with an annual allocation. All recommended projects are shown graphically in Figures ES-4 and ES-5. Recommended Capital Maintenance Program The purpose of the CMP is to document projects that are required to maintain the current level of service, or renewing the life of existing assets as they reach the end of their design life. Projects identified in Chapters 4 and 5 that fall in the maintenance category include developing an asset management program, performing a reservoir seismic and condition assessment, Pump Station 8 replacement, and annual pipeline, meter, and hydrant replacements. Table ESA presents the recommended CMP. CAROLLO ENGINEERS ES-10 Final - May 10 pw://Carollo)Documents/OlienVOR//igard/8287A00/Delivembles/Execulve_Summary.docx CIIYO£TIGARD EXELU7LYESUMMARY Table ES.3 Recommended Capital Improvements Plan Capital Improvements Project Cost Year FY 2011 FY 2012 FY 2013 FY 2014 FY 2015 FY 2016 FY 2017- FY 2021- FY 2027- 2021 2026 2031 WELL IMPROVEMENTS _ W1 ASR Well 3—Design&Equip $2,200,000 2011 $2,200,000 - - - - - - - - W2 ASR Well 4—Drill&Equip Siting Study $ 30,000 2011 $ 30,000 - - - - - - - - Design;Drill&Equip Year 1 (50%) $1,859,000 2012 - $1,859,000 - - - - Drill&Equip Year 2(50%) $1,115,000 2013 - - $1,115.000 - - - - - PUMP STATIONS _ PS1 Pump Station 5 Design (1) 2013 - - - Construction Year l (67%) (1) 2014 - - - Construction Year 2(33%) (1) 2015 - - - PS2 New Pump Station Siting Study $ 50,000 2012 - $ 50,000 - - - - - - - Design $ 255,000 2013 - - $255,000 - - - - - - Construction Year 1 (67%) $ 963 000 2014 - - - $963,000 - - Construction Year 2(33%) $ 481,000 2015 - - - $481,000 - - - - PRV STATIONS PRV1 New PRV from 550G to 410 Zone $105,000 2011 $105,000 - - - - - PIPELINE IMPROVEMENTS P1 Pipeline connecting 550G and 530 Zones Design $ 197,000 2011 $197,000 - - - - - - - Construction $1,770,000 2012 - $1,770,000 - - - - - - - P2 Annual Fire Flow Improvement Allocation $3,400,0001 - - - - $100,000 $100,000 $100,000 $1,000,0000) $1,000,000131 $1,000,00001 P3 Pipeline for installing PRV 550G4 $ 17,000 2011 $ 17,000 - - - - - - - - P4 Pipeline in Main St.&Tigard Ave. $ 101 000 2011 $101,000 - - - - - - - STUDIES S1 Water Master Plan Update $ 140,000 2016 - - - - - $140,000 - - - TOTAL COSTS I $12,G83,0001 1 $ 2,650,000 $ 3,679,000 $ 1,470,000 $ 1,063,000 $ 581,000 $ 240,000 $ 1,000,000 $ 1,000,000 1 $1,000,000 Notes: 1. Costs included in Lake Oswegarrigard Joint Water Supply Plan. 2. Indudes total cost for$100,000 per year for four years,and$200,000 per year for another 15 years. 3. $200,000 for five years=$1,000,000. CAROLLOENGLNEERS E$-11 Final-May 10 pwrcarmw.u�iva wnnrta�renruaix�.an�rwa._summnn.ac+ LI7YOF 77GAW E"cMvFSUMMARY Table ESA Recommended Capital Maintenance Program Capital Maintenance Projects Cost Year FY 2011 FY 2012 FY 2013 FY 2014 FY 2015 FY 2016 FY 2017- FY 2021- FY 2027- 2021 2026 2031 MANAGEMENT MM1 Asset Management Program $100,000 2014 $100,000 RESERVOIR MAINTENANCE RMI Reservoir Seismic and Condition $100.000 2015 - - - - $100,000 - - - - Assessment PUMP STATION MAINTENANCE PSM1 Replacement/Upgrade of PS 8 Design $210,000 - - - - - - $210,000 - - Construction $1,900,000 - - - - - - $1,900,000 - - PIPELINE MAINTENANCE PM1 General Pipe Replacement $70,000 Annual $70,000 $70,000 $70,000 $70,000 $70,000 $70,000 $350,000 $350,000 $350,000 OTHER MAINTENANCE OMI Meter Replacement $125,000 Annual $125,000 $125,000 $125,000 $125,000 $125,000 $125,000 $625,00001 $625,000111 $625,00011 OM2 Hydrant Replacement $120,000 Annual $120,000 $120,000 $120,000 $120,000 $120,000 $120,000 $600,000121 $600,000«1 $600,000121 TOTAL COSTS $2,055,000 $315,000 $315,000 $315,000 $415,000 $415,000 $315,000 $3,115,000 $1,575,000 $1,575,000 Notes: 1. $125,000 for five years=$625,000. 2. $120,000 for five years $600.000. CARGLLOENGINEER6 ES-12 Final-May40 v�%mrws��ma:nroartroaaaar �x��E..��cmm.n.am. N tmgna PoRlwq E smNY 0 Reeervdr W§II A Edoon, A R ornmmdnd CWW lmprwemant Pmawm Redudng VWe M Recommnded0,Nlmpro.nt Pu & on P52:New Pump Stenon © EWtl�g i r•1 Fewmmnedatl Cepitar lmprwwrent n3.Pump$18Ym a Replecemem ` Plpdine — E]xtltg P ormmen&d C,W IM..nt Preawre Zona ® Q am J P E.Fre Row Upgrade O 5w !I P82 5E11 O 713 % O � ml w Weluga � O P51:Pump Ste4m 5 Replecamem W2:New M" RV1:News toflOA. etd mnnedin,ppolne Nolae: P D.Sm Rm Up4ado 1.PW:Prelhninn loco0on.W.P N PS I.M.to be deWrmined. p2lVP2BIP2C:Fre Fbw Upgrade 2.W2:M"run nom on#Wm.Laaenonto be mmmbed. FIGURE ESR P1:NawswPl55ary53o RECOMMENDED CAPITAL IMPROVEMENTS PROJECTS r nnedon WATER SYSTEM MASTER PLAN 3,00o tsoo 0 3,goo CITY OF TIGARD ®Pear E1CutlMTq W1tl611Xnpmsmmb tlRm�tl IRdWIa B10 E0!£ LEGEND EM9TEM3 F11NPE OEBQOPIIgI ----- � PREBRIRE ZONE(HOy !W' - PIPE 0 o METER €P P P P BTAMONS i i f PRE89URE REA'CING VALVEATATON ® ® cLosEovALVE aOP �€OP PUm°fwwxnr 819 M il8 n ERVOR fR9 R RpERV01R AI AOUREROTOI v ._ &1 6E 8� ILjJ RECWERY WELL R y a aa g FZ 3 € g RESERYOR IEBERVOR E=IR riolr E00— € —ear » C �CE M fifiOB 880E 8861 Nb 8MM MM 6606 BE 10e R P P� P NN' - [ M IvawnxrxPo tip PU8R8TAnON 10 p PIRBP R _ VAT IB NEW 10 M PUMP P = mooax� gNlq M WAl _ _ _ M ,uP.9m ^^ ixlme M € M aur PIA - .,imneNS t1E NE ME 111 Vy 818 tlE 110ZONE M.EOME (IEBERVOIR pERFRVOR 0.F9EI9YOR BRYOR t10 t10 gEgpryOIR ERVOR R®ER OXt 400'— 18 }1 w t E REBEAYOIR 0.E9ERY910. I N >i P P P P P P NHYPWP WA1R9N 8 6 FIGURE ES.5 M FUTURE HYDRAULIC PROFILE p WATER SYSTEM MASTER PLAN 3 ELsvAnoN CIN OF TIGARD �CA Ca h}N1xNRAV Pear 1.AW�Id�j}i M89$ 8pbv�MM;Mtiv11mMM�• CITY OF TIGARD EXECUTIVE SUMMARY Other Recommendations Recommended system improvements and changes that are not included above in either the CIP or CMP, are presented in Table ES.5. These recommendations include facilities that can be taken out of service. Table ES.S Other Recommendations Recommendation Notes Pursue short-and Required to meet immediate supply shortage prior to completion of medium-term supply ASR Well 3, as well as to provide additional supply through 2016 if agreements with Lake ASR Well 4 is not implemented. Oswego, TVWD, and/or the JWC. Include ability to back-fill Required to allow flows from ASR Well 3 to serve the 410 Zone. to Reservoir 10 in Pump Station 10 design. Remove Pump Station 12 This pump station will no longer be needed with the new Pump from service once the new Station 10 in place and is in poor condition. Pump Station 10 is complete. Remove Pump Station 2 This pump station will no longer be needed under normal operations from service once the JWS once the new Pump Station 10 in place, but should be maintained infrastructure is complete. for emergencies until the new booster pump station associated with the JWS (Project PS2) is operation. Remove Pump Station 11 This pump station does not have any clear function within the from service. current configuration of the City's system and is no longer needed. Remove Pump Station 1 The planned connection of the 530 Zone to the 55OG Zone will from service once Project allow the area currently served by Pump Station 1 to be served by P1 is complete. Reservoir 16 and the new Pump Station 10. This pump station will no longer be required and is reported to be in poor condition. Consider removing the Upon completion of Project P1, these PRVs will no longer be following PRVs from needed to serve the old 55OF and 55OG Zones. City staff will service: 55OG-1, 55OG-2, determine whether to leave these PRVs in to provide system and 55OF-1. redundancy, or to take them out of service. Remove PRV 410-2 Following implementation of the JWS, this PRV will no longer be (Tiedeman PRV)from needed to convey Portland supply to the 410 Zone under normal service. operations. However, the City may wish to maintain this PRV to distribute supply from Portland during emergencies. CAROLLO ENGINEERS ES-15 Final - May 10 pw://Camilo/Documents/Client/ORMgard/8287A00/Deliverables/ExecuGve_Summary,docx CITY OF TIGARD EXECUTIVESUMMARY Table ES.5 Other Recommendations Recommendation Notes Convert the Portland Once the JWS is on-line, the Portland transmission line will no supply transmission line longer be needed. It is recommended that this line be integrated into into a distribution line in the 410 Zone by opening existing valves. However, this line should the 410 Zone. be maintained free of service connections, such that it could be converted back to a transmission line for the Portland supply in an emergency. CAROLLOENGINEERS ES-16 Final - May 10 pw:/lCarollolDocuments/ClienUC PTigardl8287A001Deliverables/Executive_Summary.gocx CITY OF TIGARD EXISTING SYSTEM CHAPTER NO. 1 EXISTING SYSTEM 1.1 INTRODUCTION This chapter presents an overview of the City of Tigard's (City's) existing water distribution facilities including the service area, existing supply and transmission facilities, groundwater wells, system interties, pressure zones, storage and pumping facilities, distribution system facilities, and telemetry and supervisory control systems. This summary of the existing system relies on information provided by City staff and the City's previous water master plan, the Water Distribution System Hydraulic Study (2000 WMP), completed in May 2000 by Murray Smith &Associates, Inc. 1.2 SYSTEM OVERVIEW The City of Tigard supplies potable water to approximately 57,500 people on the eastern boundary of Washington County. The Tigard Water Service Area (TWSA) is approximately 13 square miles and includes the Cities of Durham and King City, a majority of the City of Tigard, and Tigard Water District, as shown in Figure 1.1. As seen in the figure, the TWSA extends beyond the City limits to the southwest serving the Bull Mountain area and the entirety of King City. Additionally, the TWSA extends beyond the southeast City boundary to serve the City of Durham. To the northeast, the City boundary extends beyond the TWSA, leaving a portion of the City to be served by Tualatin Valley Water District(TVWD). The TVWD service area also includes approximately 270 acres in the eastern area of the City; however, the City is currently serving this area. The City purchases water from several neighboring water purveyors including the Cities of Portland and Lake Oswego, TVWD, and the Joint Water Commission (JWC). The City has emergency supplies from the City of Beaverton and Lake Grove Water District, and provides an emergency supply to the City of Tualatin. In addition to purchasing water, the City owns and operates one groundwater well and two Aquifer Storage and Recovery (ASR)wells to supplement existing water supplies during periods of high water demand. The City's water distribution system consists of five major pressure zones supplied by fourteen storage facilities and seven pump stations. Figure 1.2 presents a map of the existing system, and Figure 1.3 provides the existing system hydraulic profile. The majority of the City lies in the 410 Zone served by nine of the existing reservoirs. Water from the 410 Zone is pumped to the 530 Zone, a small service area serving the Canterbury Hill neighborhood. Just west of Canterbury Hill is Bull Mountain, which is served by three major zones, including the 550, 713, and 830 Zones. As seen in Figure 1.2, the 550 Zone is actually comprised of eight independent zones with hydraulic grade lines at 550 feet of elevation. With the exception of the 55OA and 55OB Zones, the zones at the 550 level are physically separated by the topography of the mountain, including small ravines between service areas. Each of these zones is served from the 713 Zone via pressure reducing valve (PRV) stations. The 713 Zone includes three reservoirs and serves the higher elevations on Bull Mountain. The 830 Zone serves customers at the highest elevations on Bull Mountain and has no reservoirs. CAROLLO ENGINEERS 1-1 Final—May 10 pw:l/Camilo/Doamentsl OIUTigaM/8287A00/Deliverables/TM_1/Chapter_l Jou M ,.' Legend t 'y ��Tigard City Limits WASHINGTON COUNTYCJI WaterTiService Mea / a4' Q garWater Service Mea Tualatin Valley _ ,J _Tigard Water Service lnNWD Water District City Limits I BEAVERTON i rrI i Washington County City of Beaverton {f .LO.� PORTLAND Water District I City of Portland I Ir—ter ley y i � ualattn Val � � 1 � Water Dlstrict� r'`�'—' r� so ut 'ood Park �� (l WeteriDlstrict#2'I 7° IPAR I TIGARD/ I L. r I `34—,_—, !City of Lake Oswego t —'✓' _/<.'..` jI LAKE OSWEGO /]J i Tigard Water District r J r / 1 Lake Grove WASHINGTON {f Water District#15 r COUNTY �� L� r f � tr" :t KING CITY I a lr JDURHAJ f! , i �.. zlil i •..r r FIGURE 1.1 TUALATIN WATER SERVICE AREA City of Tualatin " !eve L— WATER SYSTEM MASTER PLAN 0 829,250 2,500 3,750 5.000 y atedDls%cttJF14 ®Feet i%. CITY OF TIGARD s R :.T_r. .� C Legend r.,.—Tigard City Limits Roanarv� OTigard Water Service Area - r•� - i OTigard Water Service In TVWD - i, F, El Emergency Inertias 0 Supplies - 1 1 AVERTON-2 y� .Tank BEAVERTON-3 to Pump Pressure Zones Rvelnz TVWD 410-TVWD King City Durham r� avw iEs s.z 410 530 410 i =550A JOINTWAT FSUPPLY i 5506 --.JJ!""" Rv ssoc,5 / v 1 v i550C wRv�ssx.z REs ea10R�''ssoo-, =550D OR.,, ;50D - - t550E vR ssoo-, revssae... 830 550e _ i$$0F 550B� LAP.i r.,oE-, pRv to-t i550G „rs,. fiaB i1t 550H Rav-sms-z�t3 , , �. 1i 640 9PRV.5sn5 �vrs q D IaKEoswEGo =713 PRv- w RiEll. - Of ER I RES 1-2esa M 630 PP,:-5506 z'� IRE.s 530 MVV-$sOp-t W Bull Mtn W Bull Mtn Rv-soas550A SSeH wPGV i. KE GROVE-1 .r King Gary r 4 / :r. ,,,.. N - _ �•; IN-1 410 FIGURE 1.2 WATER SYSTEM MAP / WATER SYSTEM MASTER PLAN 0629,250 2,500 3,7505,000E /� ,i ATI CITY OF TIGARD ®Feet B30 ZONE LEGEND EXISTING DESCRIPTION PRESSURE ZONE(KGL) S00'— ----- PIPE u METER s F ' F PUMP 1 PP$P I. P STPTIONB f PRESSURE REDUCING VALVE STATION FFA` CLOSED VALVE 0� PUMP �# .wnawvm 713 ]13 ]13 RESERVOIR RESERVOIR RESERVOIR ]1320NE RECOVERY RYWELL E ]00'— 0-1 0-2 `03 ¢ RECOVERY WELL `q JO(X RE 3wERVOIR .] y yy Q j J a yqy Q Lry( RE9 EnVOIR ix.RUs MRnv M nN soa'— —5W M 5500 550C 55M14 550D 550E SSOH SSW 5W 550G RESERVOIR 8 530 PR RIDGED X P P P P P P PUMP STATION 10 EXPANSION ]0 PROPOSED RESERVOIR IF PUMP P P PUMP ) pp STATION 13 STATION 12 ou PUMP p ! Z 2 M vnEnv�b�ins "`w' hnx Nt^ue M STATION P P dPP PUMP 4 K & e STATION M t uxn+ � M e m�vTre 412 412 412 g p9A- 413 413 415 R xt¢ir+%i 41020NE J 410 p10 g1020NE RESERVOIR RESERVOIR ftE3ERVOIR RESERVOIR RESERVOIR - - RESERVOW RESERVOIR p RESERVOIR RESERVOIR R 8-2 40V 13 3-1 32 ou 2 1-1 1-2 —40Y cz xy oe ra__ P W PUMP STATION 11 gP^P PUMP STATION 5 M u¢aw[(m FIGURE 1.3 300'— EXISTING SYSTEM HYDRAULIC PROFILE WATER SYSTEM MASTER PLAN ELEVATION CITY OF TIGARD 4111rL1pa_woMYgbM�x'keNanl9anLms80MDFl8ure t xryraWk Pro4 331-t0 WKam RLaAWR NRLFScaro'/o Eymn.N9rlaq titn'Ie:t XNR.11.Nn" CITY OF TIGARD EXISTING SYSTEM 1.3 WATER SUPPLY The City has ongoing supply agreements with the Cities of Portland and Lake Oswego. The City has also historically purchased water from TVWD and the JWC as needed. These supplies and other interties are discussed in detail below. Table 1.1 provides a summary of the historical purchase or production from these and other sources of supply from 2004 to 2008. An evaluation of future supply is provided in Chapter 4. Table 1.1 Historical Water Purchase/Production Source 2004 2005 2006 2007 2008 Purchased Water (mgd) Portland — Bradley Corner' 1,413 1,277 1,775 1,851 1,878 Joint Water Commission 907 513 122 136 125 Lake Oswego 0 342 324 212 3 TVWD 24 27 0 1 0 Total Purchased (mgd) 2,344 2,159 2,222 2,201 2,006 Production Wells (mgd) Well 50 43 34 19 53 ASR Well 1 Recovery 142 110 123 117 119 ASR Well 2 Recovery 0 0 67 49 105 Total Produced (mgd) 192 152 224 185 278 Total Purchased & Produced (mgd) 2,536 2,311 2,446 2,386 2,284 Notes: 1. Total from two meters at Bradley Corner, referred to by the City as Portland—Bradley Corner and Portland—TVWD. The two meters are read and billed on a single invoice by Portland. 1.3.1 City of Portland The City's primary water supply is from the City of Portland's distribution system through a connection at the intersection of SW Greenburg Road and SW Hall Boulevard, also referred as Bradley Corner. The supply comes through a 24-inch diameter transmission main from Portland's Burlingame system, which also supplies Portland customers in the southwesterly portion of Portland's distribution system. The primary storage facilities serving the Burlingame system include the Burlingame Reservoirs, with overflow elevations of approximately 644 feet. These reservoirs are supplied from the Fulton and Carolina Pump Stations with water from the City of Portland's Bull Run Watershed and/or Columbia South Shore Well Field. Portland's water supply is disinfected through the addition of chloramines, a combination of chlorine and ammonia. The City also adjusts pH at its supply. From Bradley Corner, water is transmitted south through 16-inch diameter piping to the intersection of SW Shady Lane and SW Greenburg Road. From this intersection, water is transmitted through parallel 16-inch and 24-inch diameter piping to a connection with the CAROLLO ENGINEERS 1-5 Final—May 10 pwJlCarollolDocuments/O Wrigard/8287A00/Deliverables/TM_1/Chapter_i.dou CITT OF TIGARD EXISTING SYSTEM City's distribution system at the intersection of SW Dakota Street and SW Tiedeman Road where the Tiedeman PRV(PRV 410-2) reduces water pressure to acceptable levels for the 410 Zone. Water is also transmitted from this intersection through 24-inch diameter piping to the City's 10 Million Gallon (MG) Reservoir(Reservoir 10), with an overflow elevation of approximately 470 feet. In addition to the Bradley Corner connection, the City receives a portion of its Portland supply through the connection with TVWD (see below). The City currently has an agreement with the City of Portland for 6.0 million gallons per day (mgd) of annual supply, and 6.75 mgd for peak day supply (as available from Portland). The 2000 WMP noted that the City was historically able to draw approximately 7.9 mgd through the Portland connection, and that the connection was modified to provide an additional 3.6 mgd. However, discussions with City staff indicate that the City is currently able to withdraw a total of 6.5 mgd from this connection, with 2,400 gallons per minute (gpm; 3.5 mgd) going to the 410 Zone, and 2,100 gpm (3.0 mgd) going to Reservoir 10. Delivering more than 2,100 gpm to Reservoir 10 via this connection is not possible given the current system configuration. 1.3.2 City of Lake Oswego The City has a supply connection to the City of Lake Oswego through Pump Station 5 (Bonita Road Pump Station) located near the intersection of SW Bonita Road and Interstate 5. Supply to the pump station is from Lake Oswego's Waluga Reservoir, with an overflow elevation of approximately 320 feet. The City of Lake Oswego owns and operates a water treatment plant in West Linn. Clackamas River water is pumped from a raw water intake in the City of Gladstone through a 27-inch diameter transmission main to the treatment plant. Finished water is then pumped though the City of Lake Oswego's transmission and distribution system to Waluga Reservoir. From Waluga Reservoir, parallel 16-inch and 24-inch diameter transmission mains continue westerly to the City's Pump Station 5. Currently, the City has an agreement for up to 0.5 mgd of supply from the City of Lake Oswego, as available. In 2007, the Cities of Tigard and Lake Oswego completed a Joint Water Supply System Analysis, completed by Carollo Engineers, to evaluate joint supply options. In particular, the analysis reviewed Lake Oswego's Clackamas River water rights as potential for future supply to both jurisdictions. Based on the results of the analysis, the two cities are pursuing a joint supply effort, which will result in the City purchasing up to 14 mgd from the City of Lake Oswego as soon as 2016. With this new supply, the City will no longer rely on the City of Portland's supply. 1.3.3 Groundwater Supply Wells The City currently produces water from one groundwater supply well. Table 1.2 provides a summary of the well characteristics. Well 2 is the only groundwater supply well still in use. Wells 1 and 3 were historically used for supply, but have been converted to monitoring wells. Well 2 is located adjacent to Reservoir 2 and pumps directly into the reservoir. The well is typically used during summer months to augment existing supplies. The City has a number of other monitoring wells throughout the City; these wells are not documented in this report. CAROLLO ENGINEERS 1-6 Final—May 10 pw//Campo/Documents/ORRigard/8287A00/Deliv mblesfTM_1/Chapter_I dou CITY OF TIGARD EXISTINGSYs7EM Well 2 and the ASR wells are located in the Cooper-Bull Mountain critical groundwater area as deemed by the Oregon Water Resources Division (OWRD). The City has a groundwater withdrawal water right of 2,635 acre-feet per year(1,634 gpm). The City may withdraw this right through any of its wells. As seen in the table, Well 2 has a production capacity of approximately 420 gpm. In addition to recovering water stored in the aquifer, the City is also permitted to withdraw the remaining 1,214 gpm (1,634 minus 420 gpm) of native groundwater right from the two ASR Wells. 1.3.4 ASR Wells The City began implementing an ASR system in 2001 and has two of the three planned ASR Wells drilled, equipped and operating. The wells are typically filled during the months of January to April, and water is recovered beginning in May to the end of summer. Table 1.2 also provides a summary of the ASR wells. The City has an ASR Limited License for 400 MG of storage volume with a 1,750-gpm injection rate per well, and 8,750 gpm combined total injection rate. With assistance from GSI Water Solutions, Inc. (GSI), the City has performed hydrogeologic investigations of the aquifer to determine the production rate of all three wells. Because ASR Wells 2 and 3 are close in proximity, the use of ASR Well 3 will likely interfere with the ability to withdraw water from ASR Well 2. GSI estimates that the total combined recovery rate for all three ASR Wells will decrease from 3,900 gpm to 3,800 gpm due to interference of the wells'. The City is also considering implementing a fourth ASR well to meet interim supply needs prior to implementation of the joint water supply with Lake Oswego. Implementation of both ASR Wells 3 and 4 is considered in the future supply evaluation in Chapter 4. 1.3.4.1 ASR Well 1 ASR Well 1 is located adjacent to Pump Station 1 and pumps directly into Reservoirs 1-1 and 1-2. A low-head pump drawing from the 410 Zone is used to fill ASR Well 1; however, the pump has some limitations. The recovery pump for ASR Well 1 stops pumping when the water level in Reservoir 1 is above 23.3 feet. ' Per email from Ted Ressler, GSI Water Solutions to Rob Murchison dated October 8, 2009. CAROUo ENGINEERS 1-7 Final—May 10 pw://CamilolDmuments/OR/rigard/8287AOOIDeliverables/TM_1[Chapter_I.doex Table 1.2 Groundwater Sources a Well Casing Rated Reliable 0 o Source Depth Diameter Pump HP Pump Capacity Emergency Status g c Name (feet) ' (inch) Capacity (gpm)(2) Power 2 (gpm) TWell 2 453 1 50 480 420 Active y Recovery 1,000 ASR Well 1 289 None Active Recharge 600 - Recovery 1,500 Planned with ASR Well 2 Pump Station Active Recharge 1,100 10 Recovery N/A N/A 1,400(4) ASR Well V) Planned Not Active Recharge N/A N/A 1,000(4) Notes: _ (1) Depth varies with flow. 60 (2) Reliable capacity is the ability to pump this source given all capacity constraints. (3) ASR Well 3 is drilled but not equipped at the time of writing this report. (4) Anticipated capacity of well per GSI Water Solutions, Inc. T O Ln ti � y L � 3 0 0 Cm OF TIGARD EXISTING SYSTEM 1.3.4.2 ASR Well 2 ASR Well 2 is located adjacent to Reservoir 10 and pumps directly into the reservoir. The well is filled by Pump Station 10. The City is installing additional piping to allow this well to be filled from Reservoir 16 in the future. The recovery pump for ASR Well 2 begins pumping when the water level in Reservoir 10 falls below 25 feet. 1.3.4.3 ASR Well 3 ASR Well 3 is drilled but not yet equipped and is located near Reservoir 16. This well will pump directly into Reservoir 16 and will be filled by Pump Station 10 once upgrades are completed. 1.4 DISTRIBUTION SYSTEM INTERTIES The City maintains a network of emergency interties with TVWD, the JWC, City of Lake Grove, City of Beaverton, and City of Tualatin. In addition, most of the City's pressure zones are intertied via pump stations allowing service areas to be served by multiple reservoirs. These internal and external interties provide a network of redundant supplies that give the City operational flexibility under both normal and emergency conditions. Table 1.3 summarizes the City's interties. 1.4.1 Tualatin Valley Water District The City's supply can be supplemented with water from the Metzger area of TVWD through a connection near the City's Baylor Street Reservoirs (Reservoirs 9-1 & 9-2). The Metzger area is served by the Florence Lane Reservoirs (overflow elevations of 426 feet) and the Taylors Ferry Reservoirs (overflow elevations of 498 feet). The City of Portland supplies water to the Metzger area through the Washington County Supply Line, which delivers water from Powell Butte Reservoir to TVWD, Raleigh Water District, and the City of Tualatin. City staff indicate that a maximum of 1,000 gpm (1.4 mgd) can be withdrawn through the existing infrastructure. The City purchases some water directly from TVWD as needed. In some years, the City establishes an agreement with the TVWD to provide supply. 1.4.2 Joint Water Commission The City may also purchase water from the JWC. Water purchased from the JWC is wheeled through the City of Beaverton and is supplied to the City at a meter near SW Scholls Ferry Road and SW Barrows Road in the northwest corner of the water system. In some years, the City establishes an agreement with the JWC to provide supply; raw water storage capacity must be leased at the beginning of the year. CAROLLO ENGINEERS 1-9 Final—May 10 pw,//Carollo/Documents/OR/TigaN18287A88IDeliverablesrrM_1/Chapter_i.docx CITYOF TIGARD EXISTING SYSTEM 1.4.3 City of Beaverton Distribution system interties with the City of Beaverton are located on SW Scholls Ferry Road near SW 135th Avenue and near SW Springwood Drive. This intertie connects Beaverton's 410-foot pressure zone with Tigard's 410 Zone. The 135th Avenue connection contains two 6-inch diameter meters. One meter is used for the emergency supply from Beaverton to Tigard, the other meter is used for the emergency supply from Tigard to Beaverton. The SW Springwood Drive connection, containing a single 6-inch diameter meter, is used as an emergency supply from Beaverton to Tigard only. 1.4.4 City of Tualatin Distribution system interties with the City of Tualatin are located north of the intersection of SW Bridgeport Road and SW 72nd Avenue and at the intersection of SW Boones Ferry Road and SW Lower Boones Ferry Road. The interties connect the City's 410 Zone with Tualatin's Service "Level A", which has a single storage reservoir with an overflow elevation of 296 feet. These connections allow the City to supply water to the City of Tualatin under emergency conditions. 1.4.5 Lake Grove Water District The City has a distribution system intertie with the Lake Grove Water District near the intersection of SW Upper Boones Ferry Road and SW Sequoia Parkway. The City previously supplied water to the Lake Grove Water District through this connection. However, the City currently maintains the intertie as a backup supply connection and provides Lake Grove Water District with water under emergency conditions. CAROLLO ENGINEERS 1-10 Final—May 10 pw://Carollo/Documents/ORMgard/8287AW/Deliverables/TM_1/Chapter_i.dou £ a a o Table 1.3 System Interties 2 Water System Location Supply Distribution Mode of Metered o ti Elevation System Operation TPressure Zone City of Portland (Agreement) Bradley Corner 643 410/ Site 6 Valves(') Yes Reservoir 10 City of Lake Oswego Bonita Road Pump zi (Agreement) Station (Pump Station 5) 320 410 Pump Station 5 Yes Tualatin Valley Water District Control Valve & a (Emergency) Baylor Street Reservoirs 498 410 Meter at Site 9 Yes Joint Water Commission (Beaverton) SW Scholls (Emergency) Ferry Rd near SW 550 410 N/A Yes Barrows Rd City of Beaverton (Emergency SW Scholls Ferry Road & Emergency supply to near SW 135th Avenue 410 410 N/A Yes Beaverton) City of Beaverton (Emergency) SW Scholls Ferry Road 410 410 N/A Yes near SW Springwood Dr. Lake Grove Water District SW Upper Boones Ferry (Emergency Supply to Lake Road and SW Sequoia 425 410 N/A Yes Grove) Parkway City of Tualatin (Emergency SW Bridgeport Road 435 410 N/A Yes Supply to Tualatin) and SW 72nd Avenue City of Tualatin (Emergency SW Boones Ferry Road and SW Lower Boones 435 410 N/A Yes Supply to Tualatin) T Ferry Road T m Notes: n (1) Two separate flow control valves. i o � 3 0 CITY Of TIGARD EXISTING SYSTEM 1.5 EXISTING INFRASTRUCTURE 1.5.1 Piping System According to the City's recently completed GIS data, the City has approximately 250 miles of pipelines in its water transmission and distribution system. Pipe diameters range from 2 inches up to 36 inches, and pipe materials include cast iron, ductile iron, steel, and PVC. An inventory of the existing waterlines in the City's system, excluding private laterals, is provided in Table 1.4. As seen in the table, the majority of piping in the system is ductile iron pipe, followed by cast iron pipe. Pipe of other materials make up less than 1 percent of the total piping. Pipes with 6-, 8-, and 12-inch diameters comprise over 85 percent of the system. Table 1.4 Existing Pipe Lengths by Diameter and Material') Length (feet) DiameterPolyvinyl Percentage Cast Iron Ductile (%) Pipe (CIP) Iron (DIP) Chloride Steel Total(PVC) 2-inch 5,550 121 5,672 0.4% 3-inch 212 - 212 <0.1% 4-inch j 32,210 30,359 16 62,585 !I 4.7% — 6-inch 155,794 232,844 �- - 388,638 29.3% � 8-inch 77,006 365 33.4% -� -- I— - —1— -_-442,748 10-inch 10,651 1,475 12,126 0.9% — - -- — — -' 12-inch 70,974 226,277 1 297,251 1 22.4% 16-inch 57,640 j 57,640 4.4% 18 inch 4,245 4,245 0.3% _ -- -- -. -t 20-inch - -„ 543 543 <0.1% 24-inch 324 35,345 j 35,669 1 2.7% 36-inch - 6,144 10,916 1 17,061 1.3% Total 352,721 960,736 16 1 10,916 1,324,391 100.0% Percentage (%) 26.6% 72.5% <0.1% 0.8% 1000% i Notes: 1. Source: City GIS files. CAROLLO ENGINEERS 1-12 Final -May 10 pw://Carollo/Documents/OR/Tigard/8287A00/DeliverableslTM_1/Chapter_1 dou CITY OF TIGARD EXISTING SYSTEM 1.5.2 Storage Reservoirs The City's water system has fourteen reservoirs in operation with a total combined capacity of approximately 27.4 MG. Table 1.5 provides a summary of the existing reservoirs and their locations. Appendix F provides the facility naming convention used for this report. With the exception of Reservoir 10, all the existing storage facilities directly serve one or more pressure zones. Reservoir 10 serves a unique function in that it does not directly supply a service or pressure zone, but can supply the 410 Zone through PRV connections or the 713 and 550G Zones via pumping facilities. The 2000 WMP recommended abandoning Reservoir 3-2 due to a history of leaking and high maintenance requirements. The 2000 WMP also recommended abandoning Reservoir 8-2 to create space for a new, larger reservoir to meet the calculated storage needs of the 713 Zone. Revised storage requirements and recommendations for this zone, and all others, are discussed in Chapter 4. CAROL LO ENGINEERS 1-13 Final—May 10 pw://Carollo/Documents/OR/Tigard/8287A00/DeliverablesfrM_l/Chapter_i.dmx Table 1.5 Existing Storage Facilities � a v A Reservoir Capacity Type Year Diameter Height Ground Overflow Altitude Altitude Location (MG) Constructed (ft) (ft) Elevation Elevation Valve Valve o (ft) (ft) Size(in) Setpoint 3 T y ti 1-1 1.0 Concrete 1960 85 24 400 410 N/A N/A SW Canterbury Ln z 1-2 1.0 Concrete 1969 85 24 410 N/A N/A SW Canterbury Ln 2-1 0.28 Steel 1954-1970 42.5 27 385 413 N/A N/A SW 119th & SW added Gaarde St 3-1 2.5 Concrete 1960- 1972 124 28.3 400 412 N/A N/A SW 135th Ave added __ - S 3-2 0.8 Concrete 1982 67 31 400 412 N/A N/A SW 135th Ave 4(') 1.0 Concrete 1967 85 24 414 417 N/A N/A SW 122nd & SW Beef Bend Road 8-1 1.1 Concrete 1971 89 26.5 710 713 N/A N/A SW High Tor Drive % 8-2 1.0 Concrete 1990 84 26.5 710 713 N/A N/A SW High Tor Drive a 8-3 0.2 Concrete 1955 50 16 700 713 N/A N/A SW High Tor Drive 9-1 1.0 Steel 1963 59.5 50.6 355 413 N/A N/A SW Baylor St& SW 66th Ave 9-2 1.1 Steel 1969 59.5 56.5 355 415 N/A N/A SW Baylor St& SW 66th Ave SW 125th St & 10 10 Concrete 1978 221 36 460 470 N/A N/A SW Bull Mountain Road 8„ 550 zone 13 3.5 Concrete 1997 145 30 395 410 (not used) SW Menlor Drive 12" 26.5- 28.5 6.5-28.5 psi T SW Bull Mountain 16 3.0 Concrete 00 6 n T _—- 17.9/19.5 � 28 10 20 560 550 12" ft Rd & 132nd Terrace Total 27.4 y o Notes: 3 0 1. Reservoir 4 only fills 2/3 full because the overflow elevation is seven feet higher than the pressure zone HGL. CITY OF TIGARD EXISTING SYSTEM 1.5.3 Pump Stations The City's water system contains seven pump stations. Table 1.6 presents a summary of the existing City pumping facilities, and a brief description of each pump station is presented below. 1.5.3.1 Pump Station 1 Pump Station 1 is located adjacent to Reservoir 1 on SW Canterbury Lane and houses two 50-horsepower(HP) vertically mounted end suction centrifugal pumps. Drawing from the 410 Zone, the station is a continuous operation pump station providing water to customers in the 530 Zone around Canterbury Hill. The station provides a static lift of approximately 150 feet, pressurizing water in this level to a hydraulic grade line of approximately 530 feet. The site is equipped with a 200-kilowatt(kW) generator that can provide emergency power to the station in the event of power failure. According to City staff, this pump station is relatively old and in need of repair or replacement. 1.5.3.2 Pump Station 2 Pump Station 2 is located adjacent to Reservoir 2 near SW Gaarde Road and houses two can- type vertical turbine pump units in a below-grade steel vault. The 150-HP (1,400 gpm) pump supplies water from the 410 Zone to the 713 Zone, as seen in Figure 1.3. The 100-HP (2,000 gpm) pump supplies water from the 410 Zone to Reservoir 10. Due to the existing suction piping only one pump can be operated at a time. This site is equipped with 200-kW generator that can operate one of the two pumps and Well 2 in the event of power failure. This pump station is in poor condition, according to City staff, and is only used when the system is experiencing peak demands. 1.5.3.3 Pump Station 5 Pump Station 5 (also called the "Bonita Pump Station") is located on SW Bonita Road, west of Interstate 5. The station is a below-grade steel vault containing two 100-HP and one 50-HP vertically mounted end suction centrifugal pumps. Drawing from the Lake Oswego supply in Waluga Reservoir, the station pumps water to the City's 410 Zone. This pump station will be replaced as part of implementation of the joint water supply with Lake Oswego. 1.5.3.4 Pump Station 8 Pump Station 8 (also called the "High Tor Pump Station") is located adjacent to Reservoirs 8-1, 8-2, and 8-3 on SW High Tor Drive. This pump station actually is comprised of two individual pump stations that behave hydraulically as a single pump station; the station adjacent to Reservoirs 8-1 and 8-2 has three 25-HP pumps while the station adjacent to Reservoir 8-3 has two 25-HP pumps. The pumps supply water to the 830 Zone drawing from the 713 Zone, including Reservoirs 8-1, 8-2, and 8-3. A 75-kW generator provides auxiliary power in the event of power failure. Because the 830 Zone has no storage capacity, the zone relies entirely on Pump Station 8 to provide its water pressure. Replacement of Pump Station 8 was recommended in the 2000 WMP. CAROLLO ENGINEERS 1-15 Final—May 10 pw//Carollo/Documents/O WTigard/8287A00/Deliverables/TM_i/CAapler_i.dou CITY OF TIGARD EXISTING SYSTEM 1.5.3.5 Pump Station 10 Pump Station 10 (also called the "Transfer Pump Station") is located adjacent to Reservoir 10 on Bull Mountain Road. A 200-HP (2,000 gpm) pump supplies water from Reservoir 10 to the 713 Zone. This station is currently being replaced with a larger pump station able to serve the 713 Zone and the 55OG Zone. Data for the new pump station is included in Table 1.7. 1.5.3.6 Pump Station 11 Pump Station 11 (also called the "Hunziker Pump Station") is located on SW Hunziker Road near Highway 217. A below-grade steel vault houses a single 30-HP pump, which serves as a booster station for supply from Reservoirs 9-1 and 9-2. In the past, this station has been operated to induce turnover in the reservoirs during the winter and to help maintain consistent draw from TVWD during summer. According to City staff, the pump station has not been used in the past two years; the City reports no water quality issues at Reservoirs 9-1 and 9-2 during this time. 1.5.3.7 Pump Station 12 Pump Station 12 (also called the "132nd Street Pump Station") is located on SW 132nd Street south of SW Walnut Street. The station is a below-grade steel vault and houses two 50-HP pumps that supply water from the 410 Zone to the 713 Zone. According to City staff, this pump station has reached the end of its useful life. The previous master plan stated that the station was planned for abandonment due to its location in the right-of-way. However, City staff indicate that the pump station is run continuously during the summer to meet peak demands in the 713 Zone. Once the new Pump Station 10 serving the 713 Zone is completed, this pump station will no longer be needed. 1.5.3.8 Pump Station 13 Pump Station 13 (also called the "Mentor Pump Station") is located near Reservoir 13 south of SW Wintergreen Street off of SW 154th Avenue. This station was recently installed as a temporary station to assist with delivering water to the 713 Zone while Pump Station 10 is under construction in 2010/2011. The pump station consists of<information on number and size of pumps needed>. 1.5.4 Pressure-Reducing Valve Stations The City owns and operates 21 PRV stations. The City's PRV stations are listed in Table 1.7. Each PRV station was assigned a name and identification number based on the pressure zone it serves. PRV 410-1 (also known as the Gaarde PRV) reduces pressure from Reservoir 10 to serve the 410 Zone near Gaarde Street; PRV 410-2 (also known as the Tiedeman PRV) reduces pressure from the Portland supply at Bradley Corner to serve the 410 Zone. As seen in Figure 1.3, all other PRV stations serve the 550 Zones from the 713 Zone. CAROLLO ENGINEERS 1-16 Final—May 10 pw://Carollo/Documents/OWTgard/8287A00/Delivemble rrM_1/Chapter_i.dow D Table 1.6 Pump Stations 00 g o Pump Pum HP Rated Total Firm Year Emergency Location Supply To n, Station p Capacity Capacity Capacity Constructed/ Power No. (gpm) (gpm) (gpm) Rehabilitated T 1 1 50 1,000 SW Canterbury Lane A 2 50 1,000 2,000 1,000 N/A Yes & SW 104th St 550 Zone ah N 2(t) 1 150 1,400 SW Gaarde Rd & SW 710 Zone s 2 100 2,000 3,400 1,400 N/A Yes 119'" Place Reservoir 10 a 5 1 100 1,755 SW Bonita Road & 2 100 1,755 5,360 3,510 N/A N/A SW Sequoia Parkway 410 Zone _ 3 50 1,850 g 1 25 800 2 25 800 3 25 800 4,000 3,200 N/A Yes SW High Tor Drive 710 Zone 4 25 800 5 25 800 — --- ---- -- — 10 3 N/A 1,550 4,650 3,100 2010 N/A SW 125th St& SW 710 Zone J 3 N/A 1,950 5,850 3,900 2010 N/A Bull Mountain Road 550G Zone 11(2) 1 30 1,400 1,400 1,000 N/A N/A SW Hunziker Road 410 Zone 12 1 50 500 SW 132nd St south of 2 50 500 1,000 500 N/A N/A Walnut Street 710 Zone Notes: 1. PS 2 can only operate one pump at a time due to suction piping limitations. This pump station is rarely used. 2. PS 11 can only deliver 1,000 gpm given existing infrastructure. This PS is only used to force turn over of water in Reservoirs 9-1 & 9-2. � n y W � 3 0 0 CITY OF TIGARD EXISTING SYSTEM Table 1.7 Pressure Reducing Valves PRV(by Elevation Size Pressure Flow Location; Comments downstream (ft) (Inch) Setpoint Setpoint zone)(') (psi) (gpm) 410 Zone_ 410-1 270 4 60 0 - 500 SW Gaarde St& SW 110th (Gaarde) 12 N/A 600 - 3,000 Ave 410-2 177.5 12 N/A 2,500 SW North Dakota St & SW Tiedeman Tiedeman Ave 550A Zone _ 550A-1 441 3 41 N/A SW 1501h St and SW (Woodhue) 6 37 N/A Woodhue St 8 34 N/A 550A-2 455 3 45 N/A SW 145th Terrace & SW (Eagleview) 8 40 N/A Woodhue St 550B Zone - - 550B-1 421 3 40 N/A SW 161 et Ave & SW (Meyer Farm) 8 35 N/A Dekalb St 550B-2 450 1.5 48 N/A SW Bull Mountain Rd & (Bull Mtn.) 6 43 N/A SW Rask Terrace 5508-3 447 3 52 N/A SW Roshack Rd & SW (Roshak) 8 47 N/A 158th Terrace 550C Zone -- -- --- ---- - - — - - ---- ------- ._....-.......... -- 550C-1 385 3 34 N/A SW Menlor Drive; Opens (Mentor) 6 29 N/A at 90 psi _ 8 25 N/A 550C-2 466 3 44 N/A SW Nahcotta Drive (Nahcotta) 8 _ 39 N/A _ 550C-3 431 2 59 N/A SW Ascencion Drive & SW (Ascension) 6 54 N/A Oxalis Terrace 550C-4 408 3 67 N/A SW 135th Ave & SW (Site 3) 6 58 N/A Lauren Lane -- - - ---- 8 53 - N/ 550C-5 301 2 104 N/A SW 132nd St (Site 12) 8 99 N/A 550D Zone 550D-1 322 3 69 N/A SW Greenfield Dr& SW (Quail Hollow) 8 66 N/A Princeton Lane CAR000 ENGINEERS 1-18 Final-May 10 pw://Carollo/Documents/OfNigaN18287A00/Deliverables/TM_ltChapter_Mom CITY OF TIGARD EXISTING SYSTEM Table 1.7 Pressure Reducing Valves PRV(by Elevation Size Pressure Flow Location; Comments downstream (ft) (Inch) Setpoint Setpoint zone)(') (psi) (gpm) 550E Zone 550E-1 390 2 55 N/A SW Gaarde St & 123rd (Eagle Point) 6 45 N/A Terrace 550E-2 388 1.5 55 N/A SW 119th & SW Gaarde St (Site 2) 6 50 N/A 6 45 N/A 55OF Zone 550F-1 454 3 50 N/A SW Bull Mountain Rd & (Aspen 6 45 N/A Aspen Ridge Drive Ridge) 8 40 N/A 550G Zone 550G-1 455 1.5 N/A N/A SW 133rd Ave; Turned off (133`d) 6 N/A N/A with completion of Res 16 55OG-2 456 2 N/A N/A SW Summerview Dr; (Turnagain) 6 N/A N/A Turned off with completion of Res 16 550G-3 543 8 N/A N/A SW Bull Mountain Rd & (Site 16) 132nd Terrace Emergency Only (when Res 16 is offline 550H Zone 550H-1 437 3 49 N/A SW Peachtree Drive & SW (Autumn) 8 44 N/A Crestline Ct 640 Zone 640 -1 475 3 70 N/A SW 125th Street north of (Site 10) 6 65 N/A SW Bull Mountain Road 8 60 N/A Notes: 1. All PRVs are named according to downstream zone. All PRVs drop from one zone to the next lower zone. C.AROLLO ENGINEERS 1-19 Final—May 10 pwl/CamIIo/D=mentsl ORrrigard/8287AOOIDeliverables/TM_1/Chapter_l.dccx CITY OF TIGARD EXISTING SYSTEM 1.6 FACILITIES OPERATION AND MAINTENANCE 1.6.1 Supervisory Control and Data Acquisition The telemetry and supervisory control and data acquisition (SCADA) system monitors all storage reservoirs and pumping stations within the City's water distribution system and provides for manual and automatic control of certain facilities and operations. The telemetry system also collects and stores system status and performance data. All facilities are equipped with remote telemetry units (RTUs)that monitor reservoir water surface elevations, pump station on/off status and pump station flow rates. In addition, all reservoir sites are equipped with intrusion, overflow warning, and fire alarms, which alert the City staff to unauthorized access, flooding, or fire. All signals from the RTUs are collected and transmitted by telephone lines to a central master control site located at the Water Building. From this facility a single signal is transmitted to the City's Public Works building where the raw data is interpreted and displayed on a computer terminal. The system is also capable of automatically dialing public works officials 24 hours a day in the event that one of the alarms is triggered at any of the sites. The City's Water System Telemetry Upgrade Operation and Maintenance Manual provides details on the telemetry and control system and states the following: Each remote telemetry site consists of a Programmable Logic Controller(PLC) for controlling the local equipment and a radio modem for communication with the master controller. The master controller initiates all communication between remote sites and provides information to the operator interface (OI) computer. The OI computer runs a Wonderware Intouch application to allow the operator to control and view the system. In addition, this computer also runs SCADAlarm software for remote alarm notification, and InSQL software for historical data storage and reporting. CAROLLO ENGINEERS 1-20 Final—May 10 pw://Carollo/Documents/ORRigaN/B287A00/Deliverables/rM_1/Chapter_i.docx CITY OF TIGARD POPULATION AND DEMAND PROJECTIONS CHAPTER NO. 2 POPULATION AND DEMAND PROJECTIONS 2.1 INTRODUCTION This chapter reviews the City's historical water system demands and projects future demands given anticipated growth. Future demands are projected using historical per capita usage and the future water service area (WSA) population. For planning purposes, the WSA population and demand are projected out 20 years, to the year 2030. 2.2 HISTORICAL & PROJECTED POPULATION 2.2.1 Historical Population The historical WSA population and demands were reviewed in order to calculate the City's typical per capita usage. Because the WSA overlaps multiple jurisdictions and excludes some portions of the City, the WSA population does not coincide with the City's population and is difficult to track. Historically, the City has estimated population based on the number of water service accounts and assuming an average number of persons per type of account. Historical population as estimated by the City is shown in Table 2.1 below. Table 2.1 Historical Water Service Area Population Year City Estimated Water Service Area Population 2001 50,795 2002 51,913 2003 53,055 2004 54,222 2005 55,415 2006 56,685 2007 57,338 2008 57,532 2.2.2 Projected Population 2.2.2.1 Metro's Population Projections Population projections in the WSA were estimated using data from Metro's Data Resource Center(DRC). The DRC produces forecasts for number of households, population, and employment for the Portland-Vancouver Metropolitan Area. The Metro projections are based on economic and demographic information developed by the U.S. Census Bureau, the Bureau of Labor Statistics, and the State of Oregon Office of Economic Analysis. The DRC provided household and population projections to the City that were more current than the CAROLLO ENGINEERS 2-1 Final— May 10 pwY/CamlloNocumenWClienVOR(rigaM/8287AMDeliverables/TM 2 CITY OF TIGARD POPULATION AND DEMAND PROJECTIONS publicly-available data; the data provided to the City were used for this analysis. Both number of households and population data were provided for the years 2005 and 2035. Based on the recommendation of the DRC, this analysis used the current and projected number of households, rather than current and projected population. The Metro data are geographically subdivided into Transportation Analysis Zones (TAZs). Household densities (number of households per acre) for each TAZ block for 2005 and 2035 were calculated by dividing the assigned number of households for a TAZ block by the TAZ block area. Using Geographical Information Systems (GIS) software, the City's pressure zone boundaries were overlapped with the TAZ blocks, as shown in Figure 2.1. The areas of overlap between pressure zones and TAZ blocks were multiplied by the corresponding TAZ household density to determine the number of households for each pressure zone. Using a household density of 2.48 persons per household (as provided by the City), the population per pressure zone was then determined. The total WSA population was calculated as the sum of the pressure zone populations. TAZ block densities, areas of overlap between TAZ zones and pressure zones, and number of households and population per pressure zone are provided in Appendix A. This method was applied to the 2005 and 2035 Metro TAZ data. Population estimates between 2005 and 2035 were then interpolated in five-year increments assuming a linear growth rate. Population forecasts for the entire WSA using the Metro data are shown in Table 2.2. As seen in the table, the 2005 projected WSA population of 54,757 using the Metro data is very similar to the City-estimated WSA population of 55,415. 2.2.2.2 Downtown Development The City anticipates additional urban growth in particular areas that is not reflected in the Metro data. These areas include the Tigard Urban Renewal District(Downtown), the Washington Square Regional Center(WSRC), and the Tigard Triangle. These areas are shown on Figure 2.2. A large portion of Downtown and a small portion of the Washington Square Regional Center overlap the WSA boundary and lie within the 410 Zone. The Tigard Triangle area lies outside the boundary. The population and demand projections presented in this chapter assume development of 1,000 new units by 2030 in the Downtown, WSRC, and Tigard Triangle combined. The City Planning Department now anticipates no new dwelling units to be developed over the next 20 years in the small portion of the WSRC within the WSA, and anticipates 1,000 units in just Downtown. This change in planning estimates was not taken into account in the final WSMP. However, revised projections can be taken into account in the City's 2016 WSMP. Following a similar method to using the TAZ blocks, these areas of additional development were overlapped with the pressure zones. All of the areas lie within the 410 Zone. The 2035 household density (number of households per acre) for the downtown development areas was calculated by dividing the number of anticipated new households in 2035 (1,000 households) by the total area of the downtown development (approximately 1,409 acres), resulting in a density of 0.71 households per acre. The areas of overlap between the downtown development and the 410 Zone were multiplied by this density to determine the additional number of households in 2035. CAROLLO ENGINEERS 2-2 Final - May 10 pw://Carollo/Documents/ClienVOR/rigaM/8287AOO/Deliverables/rM 2 LEGENDI rr 10M15 1048 = BE 95 w........; 1n50 1002 iI 1054 �...";055 97 CI«J,Limits 85 — Inwvrl ` iwr ar ilYrr7 OWaley Service Area 1046 1047 1053 i 96 TAZ Blocks 961 8 9-0 ` 98 1042 P62 �167VWDBA 950 99 100 101 102 967 410 I 957 II �•� 956 949 981 j 955 950 968 948 - Nvun 954 OV 530 04; �I 951 1 INBull Mtn S53 952 I _ 7035 999 ir•: 1 rti �+ i 9aB YJn9 9 909 40 1001 410 I 93 938 3 � ournem t 9U ss2 989 FIGURE 2.1 J TAZ OVERLAY ZONES 0 629,250sz%500 3,75b 5,000 1002 /003 907 WATER SYSTEM MASTER PLAN 1� Feet .�05 % CITY OF TIGARD u N � r i r'i •• ay � I �4 SPA, iuum� 11V. u.� �,..• '��•V0,..�" Washington Square Regional Center 3 21 1 C ...._..._... r.._... .� t TVWD Water Service Area i i Tigard Triangle = District Tigard Water Service Area g Tigard Urban � Renewal District i i i i i i i i i i Legend Cit Limits._ ..: Y Water Service Area FIGURE 2.2 DOWNTOWN DEVELOPMENT AREAS WATER SYSTEM MASTER PLAN CITY OF TIGARD CITY of TIGARD POPULA77ONAND DEMAND PROJECTIONS The additional population for the downtown development was determined by multiplying the number of households by 2.48 persons per household. Estimated populations in the downtown development areas between 2010 and 2030 were then interpolated in five-year increments assuming a linear growth rate. The calculated household and population data for the downtown development are provided in Appendix A and are summarized in Table 2.2. 2.2.2.3 West Bull Mountain Additionally, the City's WSA population is anticipated to expand to include an area west of the City, the West Bull Mountain area. As stated in the City's Capacity Projections and Aspirations (February 2009), build-out in this area is estimated to reach between 3,697 and 4,637 new dwelling units. The West Bull Mountain Alternative Water Supplies Technical Memorandum (December 2009, CH2MHill) projects the number of dwelling units to range from 3,522 to 4,164 (Alternative A), and estimates the number of people per dwelling unit to be 3.08. The City assumes growth will begin in 2015 and will reach build-out in 20 years, or 2035. Assuming an average build-out of 3,843 dwelling units and 3.08 persons per dwelling unit, the population for the West Bull Mountain area was calculated for 2015 and 2035. Population in five-year increments was calculated assuming linear growth between 2015 and 2035, as shown in Table 2.2. The total future WSA population is based on the combination of the Metro data, the additional downtown development population, and the West Bull Mountain area population. The total population projection is presented in Table 2.2. Table 2.2 Population Forecast Estimates Population Year Metro's Population Additional Downtown West Bull Projections(') Development(2) Mountain(3) Total 2005 54,757 - 54,757 2010 57,649 75 57,724 - -- - - — - -- - ----- --...------------- 2015 60,542 149 - 60,692 2020 63,435 224 2,959 66,618 2025 66,327 299 5,918 72,545 2030 69,220 374 8,877 78,471 Notes: 1. Estimates are based on Metro's Data Resource Center number of households for 2005 and 2035. Estimated number of households between 2005 and 2035 were interpolated in five-year increments assuming linear growth. 2. Population projections for the downtown development assume development begins in 2010 and grows linearly to 1,000 dwelling units by 2030.Some areas of development occur outside the water service area boundary; populations in these areas are not included. 3. Population projections for West Bull Mountain assume development begins in 2015and grows linearly to build-out to 3,843 dwelling units by 2035.This number of dwelling units is the average of two possible build- out capacities. CAROLLO ENGINEERS 2-5 Final- May 10 pwllCarollolDocumentslClienVOWTigardl8287A00/Deliverables/TM 2 CITY OF TIGARD POPOLATIONAND DEMAND PROJECTIONS 2.3 HISTORICAL & PROJECTED DEMANDS 2.3.1 Historical Demands Historical water purchase and production data were provided by the City for the years 2004 to 2008. The City also provided total system demands for these years by adding the change in storage and subtracting the annual quantity of water injected into the ASR wells. The average day demand (ADD) and peak day demand (PDD)for the years 2004 to 2008 are provided in Table 2.3 below. As seen in Table 2.3, the average ADD and PDD for the past five years were 6.13 million gallons per day (mgd) and 12.91 mgd, respectively. In general, ADD and PDD have been decreasing over the last five years. By dividing the PDD by the ADD for each year, the peak day peaking factor was calculated. The average peak day peaking factor for the last five years is 2.11,which is typical for a system dominated by residential use. The peak hour peaking factor was also established using historical diurnal data, and was calculated to be 1.7. Additionally, the City GIS data included the total number of accounts for each of the last five years. By dividing the ADD by the number of accounts for each year, the demand per account was determined, as presented in the last column of Table 2.3. The average demand per account for the last five years is approximately 353 gallons per day (gpd). Table 2.3 Historical Water Demands Year Metered ADDO) PDD(2) Peaking ADD/Acct Accounts (mgd) (mgd) Factor(') (gpd) 2004 16,786 6.50 13.21 2.03 387 2005 17,155 6.02 13.38 2.22 351 2006 17,466 6.24 13.18 2.11 357 2007 17,746 5.89 12.40 2.11 332 2008 17,830 5.99 12.39 2.07 336 Average 6.13 12.91 2.11 353 Number of persons per account 3.19 Per capita water usage (gpcd) 110 Notes: 1. Average Day Demand (ADD): The average day demand is the total annual demand divided by 365 days. 2. Peak Day Demand (PDD): The peak day demand is the highest demand that occurs on any single day within the calendar year. 3. The peaking factor is the ratio of the peak day demand to the average day demand. 4. The number of persons per account is based on a population of 54,757 and total number of accounts of 17,155 in 2005. CAROLLO ENGINEERS 2-6 Final - May 10 pw://Carollo/Dxuments/ClienUOR/Tigard/8287A00/DeliverablesJTM 2 Crrr OF TrGARD POPUL4 TION AND DEMAND PROJECTIONS 2.3.2 Per Capita Usage The water usage per account was converted into a per capita usage in order to project future demands using the population projections. The usage was converted based on the 2005 WSA population (54,757) and number of accounts (17,155), resulting in 3.19 persons per account. Using this conversion factor, the average annual water usage was calculated to be 110 gallons per capita per day (gpcd), as shown in Table 2.3. 2.3.3 Projected Water Demands The projected water demands for 2010 through 2030 are presented in Table 2.4 and Figure 2.3. ADD for each year was calculated by multiplying the average per capita demands of 110 gpcd by the projected population. Projected PDD was calculated by multiplying the projected ADD by the historical peaking factor of 2.1. Projected PHD was calculated by multiplying the PDD by the historical peak hour peaking factor of 1.7. The demands show a moderate increase through 2015, when greater growth is anticipated due to the additional West Bull Mountain and downtown development demands. Tables 2.5 and 2.6 present the projected demands by pressure zone. All demands estimated for the downtown development area are included in the 410 Zone. The estimated West Bull Mountain demands are allocated to Zones 410 (50 percent), 550B (40 percent), and 713 (10 percent) according to the percentage of the area with similar elevations as these zones. CAROLLO ENGINEERS 2-7 Final - May 10 pw:/ICarollolDocuments/ClienYORrrigardl8287A0WDeliverablesRM 2 Cn YOF TIGARD POPULA7IONAND DEMAND PROJECTIONS Table 2.4 Projected Demands Area Projected Demands (mgd)0) 2010 2015 2020 2025 2030 Existing Water Service Area Population 57,649 60,542 63,435 66,327 69,220 ADD(2) 6.37 6.69 7.01 7.33 7.65 PDD(3) 13.37 14.04 14.71 15.39 16.06 PHD(4) 22.73 23.87 25.01 26.16 27.30 Downtown Development Area Population 75 149 224 299 374 ADD(2) 0.01 0.02 0.02 0.03 0.04 PDD 0) 0.02 0.03 0.05 0.07 0.09 PHD(4) 0.03 0.06 0.09 0.12 0.15 West Bull Mountain Area Population 0 0 2,959 5,918 8,877 ADD(') 0.00 0.00 0.33 0.65 0.98 PDD(3) 0.00 0.00 0.69 1.37 2.06 PHD(4) 0.00 0.00 1.17 2.33 3.50 Total Water Service Area Population 57,724 60,691 66,618 72,544 78,471 ADD(2) 6.38 6.70 7.36 8.01 8.67 PDD(3) 13.39 14.08 15.45 16.83 18.20 PHD(4) 22.76 23.93 26.27 28.61 30.94 Notes: 1. All numbers are rounded to the nearest 0.01 mgd. 2. Average Day Demand (ADD) =Per capita usage x projected population. 3. Peak Day Demand (PDD)=ADD x Peak Day Peaking Factor of 2.1. 4. Peak Hour Demand(PHD)= PDD x Peak Hour Peaking Factor of 1.7. CAROLLO ENGINEERS 2-8 Final - May 10 pw:11CamllolDa umentslClienVORrrigard/8287A00/Deliverables/TM2 20.0 18.0 - -- -- -- - - -- - - - 16.0 a 14.0 - - — �' +Peak Day Demand E 12.0 - - m 10.0 —m—Average Day Demand E p 8.0 --- 6.0 4.0 2.0 — E 2010 2015 2020 2025 2030 0 Year FIGURE 2.3 PROJECT DEMANDS WATER SYSTEM MASTER PLAN CITY OF TIGARD CITYOF TIGARD POPULATION AND DEMAND PROJECTIONS Table 2.5 Projected Average Day Demands by Pressure Zone Pressure Zone Average Day Demand (mgd)(') 2010 2015 2020 2025 2030 410 Zone(2) 4.92 5.14 5.51 5.89 6.27 550 Zones 530 0.24 0.25 0.26 0.26 0.27 550A 0.07 0.08 0.08 0.09 0.09 550B(3) 0.08 0.09 0.23 0.38 0.52 550C 0.20 0.21 0.22 0.23 0.24 550D 0.03 0.03 0.03 0.03 0.03 550E 0.05 0.06 0.06 0.06 0.07 550F 0.05 0.05 0.05 0.05 0.05 550G 0.05 0.06 0.07 0.09 0.10 550H 0.01 0.01 0.01 0.02 0.02 640 0.02 0.02 0.02 0.03 0.03 550 Subtotal(4) 0.55 0.60 0.78 0.96 1.15 713 Zones) 0.51 0.56 0.63 0.71 0.79 830 Zone 0.15 0.16 0.17 0.18 0.19 Total 6.38 6.70 7.36 8.01 8.67 Notes: 1. All numbers are rounded to the nearest 0.01 mgd. 2. Demands for the 410 Zone include 100%of the estimated Downtown Development Areas demands and 50%of the estimated West Bull Mountain Area demands. 3. Demands for the 550B Subzone include 40% of the estimated West Bull Mountain Area demands. 4. Demands for the 550 Subtotal includes the 640 Zone demands for all system analysis purposes as this zone is closely tied to the 550 Zones. 5. Demands for the 713 Zone include 10% of the estimated West Bull Mountain Area demands. CAROLLO ENGINEERS 2-10 Final-May 10 pw]/Carollo/DocumenWOlienUOFZrNaN/8287A0WDelivembles/rM 2 Cm OF TIGARD POPUU77ONAND DEMAND PROJECTIONS Table 2.6 Projected Peak Day Demands by Pressure Zone Pressure Zone Peak Day Demand (mgd)(') 2010 2015 2020 2025 2030 410 Zone(2) 10.34 10.79 11.58 12.37 13.16 550 Zones 530 0.50 0.52 0.54 0.55 0.57 550A 0.15 0.16 0.17 0.18 0.19 550B(3) 0.17 0.19 0.49 0.79 1.09 550C 0.42 0.44 0.46 0.48 0.50 550D 0.05 0.06 0.06 0.06 0.07 550E 0.11 0.12 0.13 0.14 0.14 550F 0.10 0.10 0.011 0.11 0.11 550G 0.10 0.12 0.15 0.18 0.21 550H 0.03 0.03 0.03 0.03 0.03 640 0.04 0.05 0.05 0.05 0.06 550 Subtotal(4) 1.16 1.27 1.65 2.03 2.40 713 Zone(5) 1.07 1.17 1.33 1.50 1.66 830 Zone 0.32 0.34 0.36 0.38 0.40 Total 13.39 14.08 15.45 16.83 18.20 Notes: 1. All numbers are rounded to the nearest 0.01 mgd. 2. Demands for the 410 Zone include 100% of the estimated Downtown Development Areas demands and 50% of the estimated West Bull Mountain Area demands. 3. Demands for the 550B Subzone include 40% of the estimated West Bull Mountain Area demands. 4. Demands for the 550 Subtotal includes the 640 Zone demands for all system analysis purposes as this zone is closely tied to the 550 Zones. 5. Demands for the 713 Zone include 10% of the estimated West Bull Mountain Area demands. CAROLLO ENGINEERS 2-11 Final-May 10 pw.11Camilo/Documents/ClienVOWrigard/8287AOO/DeliverablesrrM 2 CITVOF TIGARD POPULATION AND DEMAND PRO)EC77ONS Table 2.7 Projected Peak Hour Demands by Pressure Zone Pressure Zone Peak Hour Demand (mgd)(') 2010 2015 2020 2025 2030 410 Zone(2) 17.57 18.34 19.68 21.03 22.38 550 Zones 530 0.85 0.88 0.91 0.94 0.97 550A 0.25 0.27 0.29 0.31 0.33 5506(3) 0.29 0.33 0.84 1.34 1.85 550C 0.71 0.74 0.78 0.81 0.85 550D 0.09 0.10 0.10 0.11 0.12 550E 0.20 0.21 0.22 0.23 0.24 55OF 0.17 0.17 0.18 0.18 0.19 550G 0.16 0.21 0.26 0.31 0.35 550H 0.04 0.05 0.05 0.05 0.06 640 0.07 0.08 0.08 0.09 0.10 - - 550 Subtotal(4) 1.97 2.15 2.80 3.44 - 4.09 713 Zone(5) 1.82 1.98 2.27 2.55 2.83 830 Zone 0.54 0.58 0.61 0.65 0.68 Total 22.76 23.93 26.27 28.61 30.94 Notes: 1. All numbers are rounded to the nearest 0.01 mgd. 2. Demands for the 410 Zone include 100%of the estimated Downtown Development Areas demands and 50%of the estimated West Bull Mountain Area demands. 3. Demands for the 550B Subzone include 40% of the estimated West Bull Mountain Area demands. 4. Demands for the 550 Subtotal includes the 640 Zone demands for all system analysis purposes as this zone is closely tied to the 550 Zones. 5. Demands for the 713 Zone include 10% of the estimated West Bull Mountain Area demands. CAROLLO ENGINEERS 2-12 Final -May 10 rw"Carollo/Doaments/Client/ORITigard/8287A00/DeliverablesrrM 2 CITY OF TIGARD HYDRAULIC MODEL DEVELOPMENT CHAPTER NO. 3 HYDRAULIC MODEL DEVELOPMENT 3.1 INTRODUCTION As part of the City's Water System Master Plan (WSMP), a water system hydraulic model was developed to facilitate evaluation of the system's ability to meet identified performance criteria under current and future conditions. The model was based on the City's Geographic Information System (GIS) data, and was calibrated using measured flows and pressures at various hydrants. As presented in Chapter 4, the model was used to evaluate current and future demands, and to review potential impacts to the system using new sources of supply, as the City anticipates. Using the model, deficiencies in capacity and recommended improvements were identified. 3.2 SCENARIOS Three specific scenarios were developed within the hydraulic model: • A 2010 model representing current conditions. • A 2016 model representing the "worst case scenario" for the City's existing Portland supply. This scenario is based on assumed conditions immediately prior to the joint water supply with Lake Oswego coming online. • A 2030 model representing implementation of the joint water supply through the end of the 20-year planning period. All three scenarios used peak day demands for their respective planning years. An evaluation of current and future sources of supply is presented in Chapter 4. As discussed in that chapter, the City has more than one alternative for meeting supply needs through the planning period. For the hydraulic modeling effort, specific supply scenarios needed to be assumed for each scenario, as summarized in Table 3.1. These assumptions do not constitute recommendations for future source of supply. CAROLLO ENGINEERS 3-1 Final—May10 pw:\\Client\OR\Tigard\8287A00\Oeliverables\TM 3\Chapter_3,dmx CITY OF TIGARD HYDRAULIC MODEL DEVELOPMENT Table 3.1 Supply Assumptions Used for Hydraulic Modeling Assumed Supply Usage (mgd) Source Current(2010) 2016 2030(') Portland 6.8 6.8 - Lake Oswego(2) 2.5 1.5 14.0 Well 2 0.5 0.5 0.5 ASR Well 1 1.4 1.4 551.4 ASR Well 2 2.2 2.2 52.2 ASR Well 3 - 1.9 51.9 Total Supply 13.3 520.0 Total Peak Day Demand 13.4 14.3 17.9 Notes: 1. Excess supply is available in the 2030 model. The Lake Oswego supply was set to the maximum capacity of 14.0 mgd. All ASR wells were assumed to be available to their full capacity; actual usage was determined by the hydraulic model based on the operational controls for each well. 2. The current supply agreement with Lake Oswego is for 0.5 mgd. For the purpose of the hydraulic modeling, it was assumed that additional supply would be available through implementation of the joint water supply in 2030. 3.3 MODEL DEVELOPMENT A base hydraulic model was developed based on the City's recently-developed GIS data. The City's GIS includes information on pipes, service laterals, valves, meters, pressure reducing valve (PRV) stations, and wells. Attribute data such as size, material, and age are also included for each system element. Prior to providing the GIS data to Carollo, City staff updated the status of all system valves, whether opened or closed. The hydraulic model was developed in the InfoWater®software package from MWHSoft; this software program operates directly within the ArcGIS platform. Development of the base hydraulic model from the City's GIS involved the items described herein. In addition to data in the City's GIS, development of the accurate hydraulic model depended greatly on the involvement of City engineering, operations, and GIS staff. Skeletonization. The hydraulic model includes all pipelines 6-inch diameter and larger. Smaller diameter lines were included where needed to represent system looping. Update of System Data. A number of updates to the GIS data were required, including correcting disconnected pipe segments, ensuring connection of pipes at nodes, and correcting service laterals that were connected to pipelines within the incorrect pressure zone. Reservoir dimensions and water surface elevation setpoints were entered into the attribute data for each storage facility. When available, the manufacturer's pump curve for CAROLLO ENGINEERS 3-2 Final—May 10 pw:\\CliennOR\TigaN\8287ANDeliverables\TM Xhaprer_M= CITY OF TIGARD HYDRADLICMODEL DEVELOPMENT each pump station was entered; if not available, a single combination of flow and pressure (as provided by City staff) was used. Operational Settings. Operational settings for pump stations, sources, and PRVs were entered into the model. The City's wells and pump stations are generally operated based on reservoir level setpoints; these setpoints and other controls are documented in Table 3.2. The PRV settings were adjusted per the settings documented in Chapter 1. Pressure Zone Delineation. Based on the connectivity of the pipes, storage facilities, pump stations, and PRV stations, the system pressure zones were delineated in the model. Pressure zones that were at the same hydraulic grade line, but were non-contiguous, were assigned separate pressure zone designations. The City's system has several locations where parallel pipes in one street exist, serving different pressure zones. Care was taken to assign service laterals to the most logical pressure zone, given the elevation of the property. The pressure zone boundaries were compared against ground elevations in the zones. The water system has a large range of elevations within each pressure zone, particularly within the 410 and 713 Zones. Both of these zones serve properties that differ in elevation by over 400 feet. City staff have indicated that many properties have private PRV stations at the service connection to the City. Friction. Pipe roughness can vary over the life of the pipe and also varies by pipe material. In this model the Hazen-Williams equation was used to predict friction losses. This equation utilizes a loss coefficient C that provides an indication of pipe roughness. Higher values of C indicate lower energy losses per unit of pipe length, whereas lower values of C indicate more energy loss per unit of pipe. The hydraulic model assumes a C of 120, which is representative of relatively new cast iron pipes. Extended Period Simulation. Though steady state evaluation allow basic hydraulic evaluations, it does not take into account diurnal use patterns or reservoir and pump station operations. To allow the hydraulic model to operate in extended period simulation (EPS) requires the operational controls discussed above, as well as development of a diurnal curve. The diurnal curve is presented in Figure 3.1 and was based on reservoir level and supply data collected at 15-minute intervals for a two-week high-demand period in 2009. Demand Allocation. Geocoding was used to distribute demands among the nodes in the hydraulic model. Based on historical billing data, the historical water use for each service connection was assigned to the nearest node in the hydraulic model. Historical data for 2006 to 2008 were used; 2009 data were not used due to anomalies within the provided data set. Meters with no demands for a particular time period were assigned the average water usage for meters of the same classification. CAROLLO ENGINEERS 3-3 Final—May 10 pw\ClientlOR\Tigard18287A001Deliverables\TM Xhapter-3.dou £ a A � O A Table 3.2 System Operational Controls � O a 2 Source Capacity' Called By Winter On Winter Off Summer On Summer Off z (gpm) A Well 2 350 -Reservoir 2 Levels - 17 ft 21.5 ft 17 ft 21.5 ft H ASR Well 1 Recovery Pump 1,000 Manually, or by Always Off Always Off Below 23.3 ft Manually, mid- Reservoirs 1-1 & 1-2 September levels Recharge Pump 600 Manually, or by Manually, or by Always Off Always Off Reservoirs 1-1 & 1-2 Reservoirs 1-1 & 1- levels 2 low level alarm ASR Well 2 Recovery Pump 1,500 Reservoir 10 levels Always Off Always Off 25 ft 30 ft Recharge Pump 1,100 Store Flow Setpoint January April Always Off Always Off a Pump Station 1 Pump No. 1-1 1,000 Lead Pump Lead Pump Local Pressure Always On Always On Pump No. 1-2 1,000 60 psi 30 min. after 60 psi 30 min. after 65 psi __ _ _65 psi _ Pump Station 2 Manual, or by Emergency Emergency Emergency Emergency Pump No. 2-1 1,400 Reservoirs Only Only Only Only 8-1, 8-2, 8-3 Levels Manual, or by Pump No. 2-2 2,000 Reservoir Emergency Emergency Emergency Emergency n 10 Level Only Only Only Only 3 Pump Station 5 T ,i Pump No. 5-1 1,755 7:00 AM (lead) Varies 7:00 AM (lead) Varies C Time based on flow ° Pump No. 5-2 1,755 required (usually 1.0 7:00 am Varies 7:00 am Varies I T O y m MGD) Pump No. 5-3 1,850 7:00 am Varies 7:00 am Varies m s o y o is o Table 3.2 System Operational Controls Source Capacity' Called By Winter On Winter Off Summer On Summer Off (gprn) o T Pump Station 8 a 30 minutes of 54 30 minutes of 54 H Pump No. 8-1 800 48 psi (lead) 48 psi (lead) psi or higher Psi or higher 30 minutes of 54 30 minutes of 54 Pump No. 8-2 800 48 psi (lead) psi or higher 48 psi (lead) Psi or higher Low Local System 30 minutes of 54 30 minutes of 54 Pump No. 8-3 800 pressure 48 psi (lead) psi or higher 48 psi (lead) psi or higher 30 minutes of 54 48 Psi (lead) 30 minutes of 54 % Pump No. 8-4 800 48 psi (lead) psi or higher psi or higher 30 minutes of 54 30 minutes of 54 Pump No. 8-5 800 48 psi (lead) 48 psi (lead) psi or higher___ _ _psi or higher Pump Station 10 Pump No. 10-1 2,000 Reservoirs 8-1, 8-2, 18.5 ft 21.0 ft 19.6 ft 21.7 ft _ 8-3 levels in Pump Station 11 - - -- -- ---- ---- - - - - --- - -- ---- - - - -- -- -- - - - -- Pump No. 11-1 1,000 Draining Reservoirs N/A N/A N/A N/A 9-1, 9-2 Pump Station 12 Pump No. 12-1 500 Manually as needed Off, except when recharging ASR Well Constantly Constantly Pump No. 12-2 500 2 Running Running Z 28.5 ft, or during Reservoir 13 Reservoir 13 levels 26.5 ft 28.5 ft 26.5 ft Peak demands, Alt Valve or when using JWC supply - 3 AltResValour 16 Reservoir 16 levels 17.9 ft 19.5 ft 17.9 ft 19.5 ftValve o n ti T o � o 3 a _ Y � O 2.0 T 0 1.8 fooA am 1.6 > 1.4 Q 1.2 �a E 1 .0 0.8 0.6 m 0.4 T i c 0.2 2 0.0 Q Q Q Q Q Q Q Q Q Q a m m m m m M CL M M (L M CD O o o O o o O o o O o O O o O O o O O o o O o 0 0 o O o o O o o O o 0 0 o O O o O O o O O O o N r N I-� O O O E a FIGURE 3.1 DIURNAL CURVE WATER SYSTEM MASTER PLAN CITY OF TIGARD CITY OF TMARD HYDRAULIC MODEL DEVELOPMENT Current and Future Demand Profiles. Once the geocoding was completed, demand profiles were established for 2009, 2016, and 2030. In each demand profile, the demands within each pressure zone were scaled uniformly to match current and projected water demands. The current and projected water demands by zone are summarized in Chapter 2. 3.4 MODEL VERIFICATION Once the base model was completed, model performance was compared to performance of the actual water system to verify that the model is representative of the system. This verification included comparing system pressures in the model to data collected during field hydrant tests for model calibration. The model was then corrected such that predicted pressures were within 10 percent of the field pressures. Field data from the water system were collected from hydrant flow tests in which pressure at the hydrant is measured before the test(the "static" pressure), and the flow rate and hydrant pressure ("the residual pressure") are measured during the flow test. The flow rate was measured at a nearby hydrant. City crews also documented the operating conditions (reservoir levels, pump station operations, and supply flow rates) during the hydrant tests, as provided by the SCADA system, such that the conditions at the time of each test could be accurately represented in the model. Model verification was based on a total of 22 hydrant tests conducted in August 2009. The test locations are shown in Figure 3.2 and final calibration results are shown in Table 3.2. Upon initial calibration, the results of three hydrant tests did not concur with the model results. These locations were discussed with City operations staff and the following corrections were made to the model: • Site No. 1 (550A Zone)—This site can be served by two PRV stations. The pressure settings on the two PRVs were adjusted to correct the lead/lag operation. • Site No. 5 (713 Zone)—Given the steep slope in this area, the nearest model node was at a significantly different elevation than the hydrant test site. Model pressures were instead calculated manually based on calculated friction losses and the known hydrant elevation. • Site No. 10—The diameter of a pipeline along Woody End was adjusted from 4 to 6 inches. As shown in Table 3.3, all model results were successfully calibrated to within 10 percent of the field test results. Results shown in the table reflect the model corrections discussed above. CAROLLO ENGINEERS 3-7 Final—May 10 pw:\\OlientlOR\Tigard\8287A001DeliverableslTM Xhapter_Idocx N Legend II 1 i Hydrant rest Location Beservev Bavgy Furry, Bva — 4]0 4,0 0 410 15 0 1] ]13 3 , 830 WC W D ,g l � 16 I'ress3m Zone I— O s3o 0B 830 6 O 550 713. 1 640 O 713 �� j 11'' .v— NWO 8' 12 O 330 5 �SSOF 530 ] 550G ,3 11 21 14 WBUII MIn 650A SSOH , 9 Kng City 1 4,0 2 IJ Curfiem 3,000 1$00 0 3,000 ®Fsat FIGURE 3.2 HYDRANT TEST LOCATIONS WATER SYSTEM MASTER PLAN CITY OF TIGARD fa = o A o Table 3.3 Hydraulic Model Calibration Results Hydrant Info Static Pressure Residual Pressure s Pressure Test Flow Field Model Percent Field(2) Model Percent y Zone No. Location Hansen ID (gpm) (psi) (psi) Diff. (psi) (psi) Diff. 2 131St FH16D24001 2,586 116 115 -1% 94 89 5% H 3 3 O'Neill FH05C03401 1,783 49 I 49 -1% 43 40 -7% 10 Woody End i FH13C13001 1,622 100 101 1% 74 79 7% 11 Redwood Lan—a FH12D21301 2,565 103 105 2% 100 102 2% c 410 - -- - - -- ---- - --.. -- - -- - 14 Fountainwood Place FH10D20201 2,014 71 j 73 3% 68 68 0% 15 SW 127th Avenue ! FH04AO8702 1,752 79 83 5% 60 65 8% 16 SW Park Street FH02C13602 1,873 77 78 2% 75 76 2% 22 Public Works Yard I FH02A11701 2,341 106 107 1% 98 104 6% 12 97th Avenue FH11BO5202 1,752 110 105 -5% 70 75 7% 530 - - --- - + 13 SW 107th Terrace FH10D21601 1,752 97 92 -6%° 61 67 9% 1 Rossario FH17AO8801 2,388 108 112 4%° 86 94 9% 4 Tuscany FH05C17201 2,478 92 89 4% 85 85 0% 9 ! Willow FH09C18401 2,09484 90 7% 76 82 8% 550 ---' -- _ -- - __ _ _ --- -- . _ Z 17 SW Marcia Drive !, FH04BO5601 1,931 118 119 0% 80 87 8% C 18 SW 122nd Avenue FH03C17301 1,656 88 88 0% 59 60 2% 21 SW Greenfield Dr FH09D25201 21246 98 98 0% 95 91 -4% n 50) j Burgandy FH08AO9801 2,388 96 92 4%° 79 75 -5% C - - 7 141st FH09C13501 1,959 82 79 -4%° 73 71 -3% n m713 -- - ----— ..-�— -----.. ---_ ---------- - -- __. _ -- - i 19 136th Place FH04C15401 2,196 91 94 4% 79 77 2% o m 20 13015 SW aMorning FH04D24301 2,690 151 150 1% 137 130 I -5% 3 n a O y O A Table 3.3 Hydraulic Model Calibration Results ° Hydrant Info Static Pressure Residual Pressure A T Pressure Test -.-- -- - — �o � , Flow Field Model Percent Field Model Percent .�° Zone No. Location Hansen ID (gpm) (psi) (psi) Diff. (psi) (psi) Diff. o a 62 Peak FH08AO8401 1,324 83 82 -1% 26 24 -7% - - — ---- v' 62 Peak FH08AO8401 1,752 83 82 -1% 47 45 4% 830 83 Scarlett FH09BO5501 1,405 97 97 0%° 40 38 6% 8(3) Scarlett FH09605501 1,814 97 1 97 0% 60 62 3% r 8(3) Scarlett FH09B05501 1,902 97 97 0% 69 73 5% Q Notes: 1. Hydrant was not located sufficiently close to any node in the model; model pressures were estimated based on calculated headloss and known hydrant elevation- 2. Test was repeated with one and two pumps in service, respectively, at Pump Station 8. G 3. Test was repeated with one, two and three pumps in service, respectively, at Pump Station 8. 0 Z O 2 n 0 0 M T W 3 a � y O m 0 CITY OF TIGARO SYSTEM ANAL mrs CHAPTER NO. 4 SYSTEM ANALYSIS 4.1 INTRODUCTION The purpose of this chapter is to summarize the capacity evaluation of the City's water supply, distribution system piping, pump stations, and storage reservoirs for the Water System Master Plan (WSMP). All evaluations were conducted under three scenarios: 2010 (existing system), 2016 (maximum use of Portland supply), and 2030 (Lake Oswego Joint Water Supply; JWS). These scenarios are further described in Chapter 3. This chapter summarizes the analysis criteria, followed by an evaluation of the existing system and improvements to address identified deficiencies. Improvements required specifically to address integration of the JWS are addressed separately in Chapter 5. All resulting improvements are summarized in the Capital Improvement Program (CIP) in Chapter 6. 4.2 ANALYSIS CRITERIA This section summarizes the planning and engineering criteria used to evaluate the City's water system, including pump stations, reservoirs, and pipelines. Criteria established in the 2000 WMP were reviewed for inclusion in the current plan. Criteria were updated based on input from City staff and criteria used by neighboring water purveyors. 4.2.1 Distribution System The pipeline criteria are summarized in Table 4.1. A discussion of the criteria is presented herein. Pressure Criteria. Distribution system pressures are typically included in the list of criteria for evaluating pipeline capacities. Though reservoirs and pump stations have an impact on pressures within any particular zone, the distribution system piping often has the largest impact in maintaining system pressures under higher water demand conditions. The main criterion of 20 pounds per square inch (psi) under peak day demands (PDD) plus fire flows was established by the Oregon Department of Human Services (ODHS). The City has additional criteria for maximum service pressures for new service areas and minimum system pressures under peak hour flows. Velocity Criteria. Separate velocity criteria are recommended for small and large diameter pipelines. Large pipes (12-inch diameter and greater) are often used to convey large amounts of water from one end of a pressure zone or system to another, serving large areas and having longer runs. As such, a more conservative criterion (5 feet per second; fps) is used to avoid significant pressure drops across a pressure zone. Smaller pipelines typically have shorter runs and serve less-extensive areas, thus tending to accumulate less head loss. For this reason, a less conservative criterion of 10 fps was established. The more conservative criterion was generally used for sizing new pipelines recommended in the WSMP. CARmLO ENGINEERS 4-1 Final—May 10 pw:\\Camilo\Documents\Client\OR\Tigard\8287A00\DeliverableslTM 4MChap[er_4.docx Cm of 71cARO SYSTEM ANAL YSIS Table 4.1 Distribution System Criteria Parameter Criterion Maximum Service Pressure' 80 psi Minimum Service Pressure under Peak Hour Demand 30 psi Minimum Service Pressure under Peak Day Demand plus Fire FlowZ 20 psi Maximum Distribution Velocity under Peak Hour Demand3 Pipeline Diameter>— 12 inches 5 fps Pipeline Diameter < 12 inches 10 fps Minimum diameter for new pipelines in public streets° 8 inches Notes: 1. Maximum service pressure criterion is relevant to new developments only; the City is not responsible for limiting pressures to 80 psi within existing developed areas. Where this criterion is exceeded, pressure regulating valves are recommended for installation on the downstream side of the water meter at each service connection and are the responsibility of individual property owners. 2. Based on reservoirs at two-thirds full. 3. Velocity criteria are in addition to pressure criteria; pressure criteria must be met first. 4. For private systems, 4-inch diameter mains may be acceptable for dead-end mains if: no fire hydrant connection is required, there are no more than eight(8) services on the main, the main is no longer than 300 feet, and looping or future extension of the main is not anticipated. 4.2.2 Pump Stations The pump station criteria are summarized in Table 4.2. Pump stations are typically designed to have sufficient firm capacity to deliver Peak Day Demand (PDD) flows, with the firm capacity defined as the capacity with the single largest capacity pump out of service. It is assumed that diurnal peaks in excess of PDD flows will be met through flow from reservoir storage in each service level. The exception is for closed-end zones that lack storage and are served solely by a pump station. For these zones, the pump station must be able to meet fire flow and Peak Hour Demand (PHD) via pumping. The City has two such zones, the 530 Zone served by Pump Station 1, and the 830 Zone served by Pump Station 8. CAROLLO ENGINEERS 4-2 Final—May 10 pw.\\CarolloOmuments\Client\OR1Tigartl\8287A001DeliverableslTM 4\Chapter_4.dou CITY of TIGARD SYSTEM ANAL PSIS Table 4.2 Pump Station Evaluation Criteria Parameter Criterion Capacity for service levels Supply Peak Day Demand to service zone assuming the with storage facilities single largest capacity pump is off line (i.e., firm capacity). Capacity for service levels Supply Peak Hour Demand and fire flow assuming the with no storage facilities single largest capacity pump is off line (i.e., firm capacity). Capacity for service levels Supply Average Day Demand plus required supply to that provide fill of ASR wells recharge the ASR well capacity in the zone at two-thirds the ASR well discharge rate with all pumps on line (i.e., peak capacity). Power supply New pump stations require a main power source and an emergency source. • Secondary power source for new pumps stations to be sized to meet full pump station demands. 4.2.3 Storage Storage evaluation criteria are summarized in Table 4.3. Storage is required to meet three functions: operational storage, emergency storage, and fire storage. A brief description of the three types of storage follows the table. Table 4.3 Storage Evaluation Criteria Parameter Criterion Operational Storage • 0.25 x Peak Day Demand of the area served by each reservoir. Fire Storage • Provide volume for single most severe required fire flow and duration for each reservoir service area as defined in Table 4.4. Emergency Storage • 2 x Average Day Demand. Operational Storage. Operational storage is used to meet diurnal peaks in excess of maximum day demands. Operational storage should be used throughout the year, not just under peak day conditions, to control the system water age and maintain disinfectant residuals. The criterion of 25 percent of PDD is typically sufficient both to meet peak demands as well as to provide the required reservoir turnover. Fire Storage. Fire storage is defined as the volume held in the reservoir for fire fighting and is determined by multiplying the required maximum fire flow rate in gallons per minute (gpm) for a reservoir's service area by the required duration. It is assumed that not more than one maximum fire will occur in any service level at one time. The recommended fire flow rates and durations based on current zoning are summarized in Table 4.4. The required fire flow rates concur with the 2000 WMP, with the exception that the required residential fire flow rate CAROLLD ENGINEERS 4-3 Final—May 10 pw.\\CarollolDocuments\Client\OR1TIgard\8287A001DeliverableslTM 4CChapter_4,docx CrrYOF TIGARD SYSTEM ANAL YSIS was increased from 1,000 to 1,500 gpm. Based on Table 4.4, a criterion of 3,000 gpm for 3 hours was used for all reservoir service levels except the 830 Zone. Table 4.4 Fire Flow Criteria Zoning Required Fire Duration Flow (gpm) (hrs) R1/R2/R3.5/ R4.5 Residential (Low Density) 1,500 2 R7/R12/R25 Residential (Medium Density) 2,500 2 R40 Residential (High Density) 3,000 3 CC/CG/CN/CP/CBD/LI/IP Commercial and Industrial 3,000 3 Emergency Storage. Emergency storage is the volume of water held in reserve at all times to meet demands in the event of a supply failure. Emergency situations may include pipeline failures, pump failures, electrical power outages, or natural disasters. The 2000 WMP used a criterion of 25 percent of PDD, which is equivalent to approximately 50 percent of Average Day Demand (ADD). The criterion was increased to two times ADD for the WSMP to follow industry standards. 4.3 EXISTING SYSTEM ANALYSIS The purpose of this section is to evaluate the ability of the existing system to meet the criteria defined above through the 20-year planning period. As Pump Station 10 is already planned for construction, this facility was assumed to be part of the existing system. ASR Well 3 was not included as part of the existing system. Evaluations assume implementation of the JWS for all scenarios beyond 2016. 4.3.1 Source of Supply The City has several existing secured sources of supply, as discussed in Chapter 1. Average and peak supply quantities for these sources are summarized in Table 4.5, and are compared to anticipated system demands. As discussed in Chapter 1, the Lake Oswego supply is expected to increase to 14.0 million gallons per day (mgd) by 2016. At that time, the City will no longer rely on the City of Portland supply. The table does not include supplies from TVWD and JWC; though supplies may be available from these purveyors, no agreements are currently in place. Comparing projected demands to anticipated supplies reveals that the City should have adequate supplies to meet ADD for the entire planning period. However, the City has a projected supply deficit in meeting PDD until the JWS is online. As shown in the table, the City has a current peak day supply deficit of 2.0 mgd, increasing to 2.9 mgd immediately CAROLLO ENGINEERS 4-4 Final—May 10 pw9lCamilo\DocumentslClient\ORITigard18287ADIDeliverables\TM 4tChapter 4.docx CITY OF TIGARD SYSTEMANALYSIS before implementation of the expanded Lake Oswego supply. Additionally, the supply is 0.1 mgd less than the projected PDD in the year 2030. Solutions to address the identified deficiency in peak day supply are summarized in Section 4.4. Table 4.5 Supply Summary(l) Current 2016 2030 Source Average Peak Average Peak Average Peak Portland 6.0 6.8 6.0 6.8 Lake Oswego 0.5 0.5 0.5 0.5 14.0 14.0 Well 0.5 0.5 0.5 0.5 0.5 0.5 Native Groundwater via 1.85 1.85 1.85 ASR Wells(2) ASR Well 1 Recovery 1.4 1 A 1.4 ASR Well 2 Recovery 2.2 2.2 2.2 Total Supply 8.9 11.4 8.9 11.4 16.4 18.1 Total Demand 6.4 13.4 6.8 14.3 8.7 18.2 Excess (Deficit) 2.5 (2.0) 2.1 (2.9) 7.7 (0.1) Notes: 1. All values are in mgd. 2. Native groundwater rights delivered via the ASR wells are not included in peak day supplies, as they are redundant of the ASR Well 1 and 2 recoveries. 4.3.2 Storage The storage analysis compares the existing storage to the storage criteria established above for each service level, and identifies storage deficiencies that may exist as demands increase. Tables 4.6 through 4.9 summarize the demands and operational, fire, and emergency storage requirements for each reservoir service level and the overall system. For this analysis, service levels were grouped into the following service levels according to how they are served by storage: • 713 Service Level, which includes the 713 Zone, the 830 Zone, 640 Zone, all 550 Zones except the 550 G Zone, and a portion of the new West Bull Mountain area. • 550G Service Level which solely serves the 550G Zone. 410 Service Level, which includes the 410 Zone, the 530 Zone, and a portion of the new West Bull Mountain area. CAROLLO ENGINEERS 4-5 Final-May 10 pw.\\Carona\Documents\Clienl\OR\Tigard\82B7A00\Deliverables\TM 40apter 4 d= CITY of TIGARD SYSTFmANAL Y576 The storage requirements for closed-end zones without their own storage reservoirs (i.e., the 830 and 530 Zones) were assumed to be met through the adjacent zones via which the closed-end zones are supplied. 4.3.2.1 713 Service Level As noted above, the 713 Service Level includes the 713 Zone, the 830 Zone (via Pump Station 8), and all of the 550 Zones (via PRVs)with the exception of the 550G Zone, which has its own reservoir. A storage volume of 2.3 million gallons (MG) is provided in this service level by Reservoirs 8-1, 8-2, and 8-3. Some medium-density residential areas exist in this area, requiring a fire flow of 2,500 gpm for 2 hours. Table 4.6 compares the required and available storage for the 713 Service Level. As seen in the table, the existing storage does not meet the requirements for this service level. The storage deficit is 1.0 MG in 2010, increasing to 3.1 MG by 2030. Table 4.6 713 Service Level Storage Evaluation(() Demands Required Storage Additional Year ExistmStorage ADD PDD Storage Operational(') Fire flow(4) Emergency(') Total Needed/ Excess (') 2010 1.2 2.5 2.3 0.6 0.3 2.3 3.3 1.0 2015 1.3 2.6 2.3 0.7 0.3 2.5 3.5 1.2 2020 1.5 3.2 2.3 0.8 0.3 3.0 4.1 1.8 2025 1.8 3.7 2.3 0.9 0.3 3.5 4.8 2.5 2030 2.0 4.3 2.3 1.1 0.3 4.1 5.4 3.1 Notes: 1. All values are in mgd. Includes 713, 830, 550A-F, 550H, and 640 Zones, and includes 50% of West Bull Mountain. 2. Existing storage includes Reservoirs 8-1 (1.1 MG), 8-2 (1.0 MG), and 8-3 (0.2 MG). 3. Operational Storage equals 0.25'PDD. 4. Fire storage based on 2,500 gpm for 2 hours. 5. Emergency storage equals 2`ADD. 6. Existing Storage minus Required Storage. CAROLLO ENGINEERS 4-6 Final-May 10 pwllCarollo\DocumentslClient\OR\Tigard18287A08\Deliverables\TM 4\Chapter_4.docx CITY OF TIGARD SYSTEM ANAL YSIS 4.3.2.2 550G Service Level The 55OG Service Level is served by Reservoir 16, with 3.0 MG of storage. The storage in Reservoir 16 was once thought to be available to all the 550 Zones. However, it was since shown that the 550 Zones are not physically connected, thus this storage is available to the 550G Service Level alone. The storage evaluation for the 55OG level is shown in Table 4.7. A shown in the table, the 55OG service level has current excess storage capacity of 2.6 MG decreasing to 2.5 MG in 2030. Table 4.7 55OG Service Level Storage Evaluation(') Demands Required Storage Additional Year Existing Storage ADD PDD Storage(z) Operational(') Fire4) Emergency(5) Total Needed flow Excess ( ) 2010 0.05 0.10 3.0 0.02 0.30 0.09 0.4 (2.6) 2015 0.06 0.12 3.0 0.03 0.30 0.12 0.4 (2.6) 2020 0.07 0.15 3.0 0.04 0.30 0.14 0.5 (2.5) 2025 0.09 0.18 3.0 0.04 0.30 0.17 0.5 (2.5) 2030 0.10 0.21 3.0 0.05 0.30 0.20 0.5 (2.5) Notes: 1. All values are in mgd. 2. Existing storage includes Reservoir 16 (3.0 MG). 3. Operational Storage equals 0.25*PDD. 4. Fire storage based on 3,000 gpm for 3 hours. 5. Emergency storage equals 2*ADD. 6. Existing Storage minus Required Storage. CAROLLO ENGINEERS 4-7 Final-May 10 pw:\1Camilo\Documents\CliennOR\TigarM287A00\Deliverables\TM AChapter 4.doa CITY OF TZGARD SYSTEMANALYSIS 4.3.2.3 410 Service Level The 410 Service Level includes the 410 Zone, 530 Zone (served via Pump Station 1), and 50 percent of the new West Bull Mountain area. This service level has 22.2 MG of storage in ten reservoirs, including Reservoirs 1-1, 1-2, 2, 3-1, 3-2, 4, 9-1, 9-2, 10 and 13. Reservoir 10 was included in this analysis as it can serve the 410 Service Level via gravity and it is not directly connected to any other zone. Because the 410 Service Level includes commercial and industrial properties, a fire flow of 3,000 gpm for three hours was used to determine fire flow storage. Table 4.8 compares the required and available storage for this service level. As seen in the table, the 410 Service Level has a current storage excess of 8.6 MG, decreasing to 5.1 MG by the end of the planning period. Table 4.8 410 Service Level Storage Evaluation(') Demands Required Storage Additional Year Existing Storage ADD PDD Storage ) Operational(') Fire flow(4) Emergency(') Total Needed/ Excess (61 2010 5.2 10.8 22.2 2.71 0.54 10.32 13.6 (8.6) 2015 5.4 11.3 22.2 2.83 0.54 10.77 14.1 (8.0) 2020 5.8 12.1 22.2 3.03 0.54 11.54 15.1 (7.1) 2025 6.2 12.9 22.2 3.23 0.54 12.31 16.1 (6.1) 2030 6.5 13.7 22.2 3.43 0.54 13.08 17.1 (5.1) Notes: 1. All values are in mgd. Includes 410 Zone, 530 Zone, and 50% of Bull Mountain area. 2. Existing storage includes Reservoirs 1-1 (1.0 MG), 1-2 (1.0 MG), 2 (0.28 MG), 3-1 (2.5 MG), 3-2 (0.8 MG), 4 (1.0 MG), 9-1 (1.0 MG), 9-2 (1.1 MG), 10 (10 MG), and 13 (3.5 MG). 3. Operational Storage equals 0.25*PDD. 4. Fire storage based on 3,000 gpm for 3 hours. 5. Emergency storage equals 2*ADD. 6. Existing Storage minus Required Storage. CAROLLO ENGINEERS 4-8 Final-May 10 pw.l Carollo\Documents\Client\OR\TigarM287AOO1Deliverables\TM 4\Chapter-4.docz CITYOF TIGARD SYSTEMANALYSrs 4.3.2.4 Overall System Table 4.9 compares the required and available storage of the overall system. With a storage volume of 27.5 MG, the City has ample storage for meeting current and future storage requirements for the overall system. Discussion of improvements to address identified deficiencies in individual zones in the context of the overall storage surplus is provided below in Section 4.4. Table 4.9 Overall System Storage Evaluation('( Demands Required Storage Additional Year Existin Storage ADD PDD Storageflow) Operational(3j ow(4) Emergency(') Total Needed/ Excess (6! 2010 6.4 13.4 27.5 3.35 1.14 12.75 17.2 (10.2) 2015 6.7 14.1 27.5 3.52 1.14 13.41 18.1 (9.4) 2020 7.4 15.5 27.5 3.86 1.14 14.72 19.7 (7.8) 2025 8.0 16.8 27.5 4.21 1.14 16.03 21.4 (6.1) 2030 8.7 18.2 27.5 4.55 1.14 17.34 23.0 (4.5) Notes: 1. All values are in mgd. 2. Existing storage includes all existing Reservoirs. 3. Operational Storage equals 0.25*PDD. 4. Assumes one maximum fire for each service level. 5. Emergency storage equals 2*ADD. 6. Existing Storage minus Required Storage. 4.3.3 Pump Station Evaluation The pump station evaluation reviews the ability of the existing pumping facilities to serve their associated service levels according to the established pump station evaluation criteria. The City's system consists of several service levels served by multiple pump stations as seen in Figure 1.3 in Chapter 1. The service levels are grouped according to how they are served by boosted water, and include the following service levels: • 530 Zone. • 55OG Zone. • 830 Zone. • 713 Service Level, consisting of the 713, 830, 640, 550A-F, and 550H Zones. Tables 4.10 through 4.13 present the pump station evaluations for each service level. Because the City is in the process of constructing Pump Station 10, this pump station is assumed to be online in this evaluation. Some of the City's service levels are responsible for recharging ASR wells during off-peak periods. As noted above in the criteria, these pump CAROLLO ENGINEERS 4-9 Final-May 10 pw:\\CarollolDocuments\Client\OR\TigarM8287A00\DeliverableslTM'\Chapter 4.docx CrrroF TIGARD SYSTEM ANAL YSrS stations were evaluated for their ability to meet average day demands (ADD) plus ASR recharge rates, in addition to their ability to meet peak demands. Implementation of the JWS will also affect capacities at two additional service levels/facilities, as follows: • Pump Station 5, which is solely responsible for delivering the Lake Oswego supply to the City's system. • Service to the 470 Service Level (Reservoir 10); pumping to this level will only be initiated following implementation of the JWS as the existing Portland supply is conveyed directly into this reservoir. Evaluation of pumping capacity specifically associated with the Lake Oswego supply is described separately in Chapter 5. 4.3.3.1 530 Service Level The 530 Service Level is boosted by Pump Station 11 and serves the Canterbury Hill area. The 530 Service Level is not served by storage, thus the more stringent pumping criterion of PHD plus fire flow is applied to this service area. Because this area includes medium-density residential areas, a fire flow of 2,500 gpm was used in the evaluation. In addition to meeting the established criteria, the 530 Service Level was also reviewed for its ability to meet winter demands while refilling ASR Well 1. Table 4.10 compares the required and available pumping capacity for this service level. With a firm capacity of 1,000 gpm, Pump Station 1 is unable to meet the pumping requirements for this service level. An additional 2,200 gpm of pumping capacity is needed to meet the pumping criteria. Table 4.10 530 Service Level Pumping Capacity Evaluation(') Required Pumping Capacity Firm Additional Year PHD(Z) PHD+ Fire ADD +ASR Pumping Needed/ Flow(') Well 1(s) Maximum Capacity ) (Excess)(') 2010 593 3,093 741 3,093 1,000 2,093 2015 613 3,113 746 3,113 1,000 2,113 2020 633 3,133 751 3,133 1,000 2,133 2025 652 3,152 755 3,152 1,000 2,152 2030 672 3,172 760 3,172 1,000 2,172 Notes: 1. All values are in gpm. 2. Peak Hour Demand = 1.7*PDD. 3. Maximum fire flow for this service level is 2,500 gpm. 4. Pumping must also be able to meet winter demands while recharging ASR Well 1 (recharge rate of 600 gpm). 5. Pump Station 1 (2@1,000 gpm),with 1@1,000 gpm out of service. 6. Additional Needed/Excess= Firm Capacity—Maximum of Required Pumping Capacities. CAROLLO ENGINEERS 4-10 Final—May 10 pww\\Carollo\Documents\Client\OR\TigardO267A00\Deliverables\TM 4\Chapter_4.docx CITY OF TIGARD SYSTEMANALYSIS 4.3.3.2 550G Service Level When the City completes the new Pump Station 10, three of the new pumps will be dedicated to servicing the 550G Service Level. Reservoir 16 provides storage for this service level, thus the standard pumping criterion of meeting PDD with the largest pump out of service applies. When Pump Station 10 is completed, the 550G Service Level will also be used to fill ASR Well 2, thus pumping capacity is also required for filling the well (1,100 gpm) while meeting winter demands (conservatively assumed equivalent to ADD). Table 4.11 provides a summary of the pumping requirements for this service level. With a firm capacity of 3,900 gpm, Pump Station 10 is more than adequate to meet the pump station requirements for this service level. Table 4.11 55OG Service Level Pumping Capacity Evaluation/'i Required Pumping Capacity Firm Additional Year 2) ADD+ Pumpin Needed/ PDD I ASR Well 2(3) Maximum Capacity?4) (Excess)i5) 2010 67 1,132 1,132 3,900 (2,768) 2015 86 1,141 1,141 3,900 (2,759) 2020 106 1,150 1,150 3,900 (2,750) 2025 125 1,159 1,159 3,900 (2,741) 2030 144 1,169 1,169 3,900 (2,731) Notes: 1. All values are in gpm. 2. Includes 550G Zone only. 3. Pumping must also be able to meet winter demands while recharging ASR Well 2 (recharge rate of 1,100 gpm). 4. Pump Station 10(3 @ 1,950 gpm), with 1 @ 1,950 gpm out of service. 5. Additional Needed/Excess= Firm Capacity—Maximum of Required Pumping Capacities. CAROLLO ENGINEERS 4-11 Final—May 10 pw,\\Carollo\Documents\Client\OR\Tigard1B287A001Deliverables\TM 40apter_4.docx CITY OF TIGARD SYSTEMANAL YSIS 4.3.3.3 830 Service Level The 830 Service Level encompasses the highest elevation areas of Bull Mountain and is served by Pump Station 8. Table 4.12 provides a summary of the pumping requirements for this service level. Because this service level has no storage, the more stringent pumping criterion (PHD + Fire Flow) is applied. This area includes low-density residential parcels, thus a fire flow of 1,500 gpm was used in the evaluation. With a firm capacity of 3,200 gpm, Pump Station 8 is more than adequate to meet the pump station criteria for this service level. Table 4.12 830 Service Level Pumping Capacity Evaluation(l) Required Pumping Firm Pumping Additional Year PHD Capacity: (3) Needed/ Capacity PHD + Fire Flow(2) p y (Excess)(') 2010 377 1,877 3,200 (1,323) 2015 401 1,901 3,200 (1,299) 2020 425 1,925 3,200 (1,275) 2025 449 1,949 3,200 (1,251) 2030 473 1,973 3,200 (1,227) Notes: 1. All values are in gpm. 2. Maximum fire flow for this service level is 1,500 gpm. 3. Pump Station 8 (5 @ 800 gpm), with 1 @ 800 gpm out of service. 4. Additional Needed/Excess= Firm Capacity—Maximum of Required Pumping Capacities. CAROLLO ENGINEERS 4-12 Final—May 10 pw:UCarollo\Documents\Client\OR\Tigard\8287A00\Deliverables\TM'\Chapter 4.doa CITY OF TIGARD SYSTEM ANAL YSIS 4.3.3.4 713 Service Level When the City completes the new Pump Station 10, the 713 Service Level will be boosted by three of the new Pump Station 10 pumps, in addition to the existing Pump Stations 2 and 12. Demands for this service level include the demands for the 550A-F, 550H, 640, 713, and 830 Zones. Reservoirs 8-1, 8-2, and 8-3 provide storage for this service level, thus the standard pumping criterion of meeting PDD with the largest pump out of service applies. In addition to meeting the established criteria, the 713 Service Level was also reviewed for its ability to recharge ASR Well 3 while meeting winter demands. Table 4.13 provides a summary of the pumping requirements for this service level. With a firm capacity of 5,500 gpm, the pump stations serving this service level have over 2,600 gpm in excess capacity by the end of the planning period. Table 4.13 Existing 713 Service Level Pumping Capacity Evaluation(') Required Pumping Capacity Additional Year Firm Pumping PDD(2) ADD ASR Well 3(3) Maximum Capacity\° (Excess)(') 2010 1,704 1,811 1,811 5,500 (3,689) 2015 1,839 1,876 1,876 5,500 (3,624) 2020 2,213 2,054 2,213 5,500 (3,287) 2025 2,586 2,232 2,586 5,500 (2,914) 2030 2,960 2,409 2,960 5,500 (2,540) Notes: 1. All values are in gpm. 2. PDD includes demands for the 550A-F, 550H, 640, 713, and 830 Zones. 3. Pumping must also be able to meet winter demands while filling ASR Well 3 (fill rate of 1,000 gpm). 4. Includes Pump Station 2 (1 @ 1,400gpm), Pump Station 10 (3 @ 1,550gpm), and Pump Station 12 (2 @ 500gpm), assuming 1 @ 1,550 gpm pump is out of service. 5. Additional Needed/Excess= Firm Capacity—Maximum of Required Pumping Capacities. 4.3.4 Distribution System Piping Evaluation The distribution system piping was evaluated using the calibrated hydraulic model under two main criteria: • Conformance with maximum pipeline velocity criteria. • Ability to meet fire flow requirements. The results of these analyses are described herein. As the existing supplies are not sufficient to meet projected future years demands, some supply-related improvements had to be assumed to complete these analyses. The supply scenarios for the hydraulic modeling are CAROLLO ENGINEERS 4-13 Final—May 10 pw\\Camllo\Documents\Clien60R\Tlgard\B287A00\Deliverables\TM MChapter_4.docx CITY OF TIGARD SYSTEM ANAL YSIS listed in Table 3.1. For the Lake Oswego supply, implementation of Alternative 2, as discussed below in Section 4.4, was assumed. 4.3.4.1 Velocity Criteria The hydraulic model was used to identify pipelines exceeding either of the following criteria under peak-hour 2030 demands: • 5 fps for pipes with diameter greater than or equal to 16 inches. • 10 fps for pipelines with diameter less than 16 inches. No pipelines in the model were found to exceed the velocity criteria under peak hour demands for any of the modeled years; no deficiencies were identified to resolve deficiencies related to the velocity criteria.. 4.3.4.2 Fire Flow Requirements Two types of analysis were conducted to evaluate the distribution system's ability to meet required fire flows. In the first analysis, the hydraulic model was used to determine the available fire flow at all model nodes. The purpose of this general analysis is to identify regions of the distribution system with deficient flows. In the second analysis, available fire flows were evaluated at specific locations such as schools and retirement communities which have greater than usual fire flow requirements. The results of these analyses are presented next. 4.3.4.1.1 General Fire Flo wAnaiysis A map of available fire flows at all model nodes is presented in Figure 4.1. The needed fire flows were applied to the model based on current zoning and fire flow criteria stated above in Table 4.4. Nodes with pressures less than the required minimum pressure of 20 psi were then identified, and are shown in red in Figure 4.1. Nodes that were deficient, but within 10 percent of the minimum pressure are shown in yellow. Note, for the close-end zones (830 and 530 Zones), the fire flow analysis assumed only firm pumping capacity was available (i.e., one largest pump out of service). As shown in the figure, the general fire flow analysis resulted in identification of deficiencies in four areas: • Area 1 —The 530 Zone has a significant fire flow deficiency with available flows of less than 1,000 gpm. This zone includes areas of medium-density residential properties with needed fire flows of 2,500 gpm. The deficiency is primarily due to insufficient pumping; as shown above in Section 4.3.3, the firm pump capacity available to this zone is only 1,000 gpm. However, transmission piping is also insufficient to deliver the needed fire flows to some areas with the 2,500 gpm requirement. • Area 2 —This area is within the commercial/industrial area on the east side of the 410 Zone with a 3,000 gpm fire flow requirement and consists of a dead-end 8-inch pipe. CAROLLO ENGINEERS 4-14 Final—May 10 pw:\\CamiloTwuments\Client\OR\TgardO287A00\Deliverables\TM AChapter_44ocx N L,.na /I Note:Aree.IdenEfied represerrt wncentreti°na°tfire flow tlotklenck.. Re Simukt.d I']u5yl' Al oMerd0cencl°zam attributed to dead end mara or hydrants neerzone Wundarix. Fee flow natzetlzlktl(,90%.1 requiretl) / Fre flow not aeffa(90-9M of equrecll yl Fre l.a.,di.fd Pump Ore P . Peservolr u ,s � ® sevgv Pq=D@mNer 410 m cy<, a"-10• �q �qb$ 12'-16' �• L � "'0•�8 .:a rvwD� Area4 inning r t 5500♦ r P' '4r'e' C mmnorcle4lndua41a1 :A e • 1 'I ss9e B° ?-� Hgh Denarcy Realfn[kl Aea7 • ' ssea _ I B30 �% o ~r Medium Den[sty Reaimnlel ♦ I _`•I 4 M • I: � � • ~,TNJD 9 few Density Pa tlential � I • Y- L-- I 9 a f � • l,p I -f�,50F 530 l \o ,s Parksand Open SPaca *baa I Rty 'y�i S50G SPo W auIIMM .... .• ,. s. .£•i. Aver,z 1 � °�'0 Area 3 : Km9 COY, $ ` w I 416 3,500 1,760 0 aside ®Feet Rgure 4.I MODEL RESULTS-EXISTING FIRE FLOW WATER SYSTEM MASTER PLAN CITY OF TIGARD .Www K`4dwdm.a anaria c! 1Rauemu CITYOF 71aARD SYSTEM ANAL YSIS • Area 3 —This area in is also within the commercial/industrial area on the east side of the 410 Zone with a 3,000 gpm fire flow requirement. Upon further examination with City staff, it was identified that a portion of the fire flow requirement in this immediate area is being provided by the City of Tualatin; no improvements are needed in this area. • Area 4—This area in is also located within the commercial/industrial area on the east side of the 410 Zone with a 3,000 gpm fire flow requirement. The area includes a 6-inch loop and 6-inch dead end that are insufficient to deliver the required flows. Improvements to address the above deficiencies (with the exception of Area 3) are identified below in Section 4.5. In addition to the four areas, there are a number of dead end 6- and 4-inch pipes that do not deliver sufficient flows to meet the 1,500 gpm residential criterion. These lines are best addressed through an annual fire flow upgrade program, as discussed in Section 4.5. 4.3.4.2.2 /SO Fire F/owAna/ysis The system was also evaluated for its ability to deliver needed fire flows at five specific locations identified by the Insurance Services Offices (ISO), as shown in Figure 4.2. Available fire flows were calculated for each location under 2009, 2016 and 2030 peak day demand conditions, as shown in Table 4.14. Note— it is the City's policy to provide fire flows up to 3,000 gpm. Locations with available fire flows within 10 percent of the 3,000 gpm standard were considered sufficient, regardless of whether needed fire flows in excess of the standard were specified. As shown in the table, all locations were within the District standard. Table 4.14 Available Fire Flows at ISO Locations Needed Available Fire Flows (gpm) Node Fire Zone in Flow ISO Site and Address Served Model (gpm) Existing 2016 20301'1 1 12325 SW Katherine St 410 J15448 4,000 2,906 2,889 2,845 2 10865 SW Walnut St 410 J2780 5,500 3,852 3,839 3,903 3 8935 SW Burnham Rd 410 J6952 5,000 7,243 7,235 7,200 4 Hall Blvd and Omara 410 J15944 4,000 9,522 9,514 9,471 5 7575 SW Tech Center Dr 410 J632 4,500 6,816 6,840 6,921 Notes: 1. Analyses for 2030 assume implementation of Alternative 2 for the JWS. CAROLLO ENGINEERS 4-16 Final—May 10 pw:\\Camllo\Document-.ClienAOR\Tigard\8287A8010etiverables\TM 4\Chapler_4,docx N legend yA� '�. a', • ISD Fire FAm LDWVl n ® Puna n t09655W Welnu181 N2 &d W8e 4WD '/ 1 \1^•� Neeced FF=550ogpm . Rsservo' Neetletl FF 4WD gpm _�� .! • SUPWY 4 8935 SW BurnMm Rd Ppe Dime(ar Needed FF=6000 gM 410 12•-t0^ e 4 HeA BIMF=40M9 Neale =40M gpm � 20' 38 m.. � tlFF 11 bong ' 1 �, J� _;�!( �- � • _,KNWD, Co ercrl4ndustnel IYw• 1 , SSOD • H9h Densly Restlentbl r 1�- 11r • • .V17 � l r IC'"•, ? ` /� ,1 f 550E d__f M 0emsty ReaNeM®I ___• I,ll • / a eNYI r- Y,.� 1 { es1 Low Dents Revd hfal • 1 550B 1 • 830' ' F'-•I1 , • �j13) 640ftften L J1 • -� -�. �.•� ± dOPen SPece �•fF- 1 '� TV1iD�r _ Pressure Zone !•f r J50� 530 r+ WBUII 55M / -,- ]5]s swi hCerner Dr SSOA 550H v � / ! NeedM FFa 45oo gp r J�,IJLJ' King tClry YY ingCty ........... V -� rJ410 rrrrrrLLFF•MM��-YY-�'' •�' Durham 3,500 1,750 0 3.500 Feel ;rf Figure 4.2 ISO FIRE FLOW LOCATIONS WATER SYSTEM MASTER PLAN CIN OF TIGARD eac.mw,iga,elcis�:0_n io<mn�..mxa 1¢zMmo CITY OF TIGARD SYSTEMANALYSIS 4.4 RECOMMENDED IMPROVEMENTS The purpose of this section is to identify improvements to address the deficiencies identified in Section 4.3. This section addresses identified deficiencies in supply, storage, pumping, and pipeline capacity. Deficiencies and improvements specifically associated with the expansion of the Lake Oswego supply are discussed in Chapter 5. The improvements are discussed in the following order: supply, pipelines, reservoirs, and pump stations. The recommended improvements are shown in the hydraulic profile in Figure 4.3. The resulting recommendations are summarized in Chapter 6. In this chapter, cost estimates for all projects are developed and improvements are prioritized in order to adequately meet the deficiencies identified for the water system. 4.4.1 Supply As shown above in Table 4.5, the City has sufficient average day capacity to meet needs through the planning period. However, the City has a current peak day supply deficiency of 2.0 mgd increasing to 2.9 mgd in 2016. The following improvements to address the projected deficiencies are recommended and are noted below in Table 4.15. 4.4.1.1 Equip ASR Well 3 The City has already drilled ASR Well 3 and intends to equip the well to supplement peak supplies. ASR Well 3 is projected to have a peak day capacity of 1.9 mgd. Immediate implementation of this well is recommended to help meet current and projected deficiencies. Utilizing ASR Well 3 decreases the peak day supply deficiency to 1.0 mgd in 2016. Implementation of ASR 3 Well 3 introduces an additional challenge. The well will feed into Reservoir 16 which has a very limited service area and the current configuration would not allow the full capacity of ASR Well 3 to be utilized. As discussed below under the pipeline improvements, it is recommended that the 550G Zone be connected to the 550F and 530 Zones. However, the expanded service area still has relatively low demands compared to the supply of ASR Well 3. Thus two additional supply-related improvements are recommended to address the need to distribute flows from ASR Well 3 and Reservoir 16: • Back-fill to Reservoir 10. The design of Pump Station 10 will allow flows from ASR Well 3 and Reservoir 16 to feed back into Reservoir 10 during the peak season. Though this may appear counter-intuitive, the portion of Pump Station 10 that serves the 55OG Zone will only be required during the winter months for filling ASR wells and will not normally be in service during the summer months. CAROLLO ENGINEERS 4-18 Final—May 10 pw,\\Camllo\Documents\Clrenl\OR\Tigard18287A001Deliverables\TM 4\Chapter_4.dou 830 ZONE LEGEND EXISTING AZANOON FUTURE DESCRIPTION PRESSURE ZONE(HGL) 800'— PIPE ETER FAA STATIONS `I $P$P$P$P PUMP ' f PRESS URE REDUCING VALVE STATION ® ® CLOSED VALVE SC s0 PUMP w 713 ]13 ]13 ]t N RE.GAQUIPERSTOGS' RESERVOIR RESERVOIR RESERVOIR ]OO'— &1 8"2 Bd Q ¢ Q RECOVERY WELL XXX "'X� XXX RESERVOIR RESERVOIR IRESERIOIij RESERVOIR 4 —X- yr YY v,�aemwurml....� i Xx— —5oa CONNECT SERVICE t-' AQ LEVELS 5WB 5500 SSOA 550D 550E 550H 5501 5"0 i5.G M RESERVOIR 10 530 AP�P+P 'P IP FP 500'— ¢ '� - —500' M -�[avnmcl! G]0 PUMP STATION IO EXPANSION PUMP " ,.P PUMP jG )Pi STATION I2 RESERVOIR STATION 13 (ABANWN) NEW $ m �- UIP M❑ '% PUMP aP v,P P � PUI IP P P' EMEvo r M STATION .. = a STATIC N 2 T4 Oil 11 {W M imM vt IA3 M1OOa).. r 4T3 GtO ZONE 4RV / a4t2 C12 YS 61] 013v �4ID 4t0 >� 415 610 ZONE "vi RESERVOIR RESERVOIR RESERVOIR RESERVOIR RESERVOIR - RESERVOIR RESERVOIR <Oa— 13 3-1 12 4 2 RESERVOIR RESERVOIR g-t g2 i-1 1-2 + w —4W u sr.K .w mx II.PL{� L_ 117 W PU 6I IT Ttt 00T A NEW PUMP STATION M Lxanuhw _ FIGURE 4.3 300— RECOMMENDED IMPROVEMENTS-HYDRAULIC PROFILE WATER SYSTEM MASTER PLAN i CITY OF TIGARD 3 ELEVATION w C.Vw wWnppge.MyMar3)enemWvp)FLryre I Hpieulk Fo 131Pv35Spn RWgn XPEFS CYaro llo FMieaw.11MM rvxN+NM I.W CITY OF TIGARD SYSTEMANALYSIS • Connection to Reservoir 4. Addition of a short length of pipe and a PRV would allow the 550G Zone to feed into Reservoir 4 in the 410 Zone (see Figure 4.4), mainly using existing transmission lines. This improvement will allow flows from ASR Well 3 to be conveyed to the 410 Zone. In the short-term, prior to completion of ASR Well 3, it can also be used to improve turnover in Reservoir 16. This improvement is shown as Projects PRV1 and P3 in the CIP in Chapter 5. In addition, this connection eliminates the need for several of the existing PRVs from the 713 Zone to the 550G Service Level, including PRV 550G-1, 550G-2, and 550F-1. City maintenance staff should determine to what degree to abandon the PRVs, such as pulling out valves, leaving valve vaults, etc. 4.4.1.2 Other Supplies It is recommended that the City immediately pursue agreements with TVWD, JWC, and/or Lake Oswego to provide the additional supply needed in the short-term before ASR Well 3 can be completed. It may also be possible to secure sufficient supplies from these purveyors to meet the remaining supply deficiency through implementation of the JWS. City staff indicate that negotiating additional supply from Lake Oswego prior to new Clackamas River water rights being secured may be possible. The City has also indicated interest in developing as ASR Well 4, which could likely provide the additional needed capacity. This well has not yet been sited, but the City's hydrogeologist of record has indicated it is very likely that a fourth site can be developed. The appropriate site will depend on both the required hydrogeological conditions, as well as location within the City's distribution system. However, given the excess supply anticipated once the JWS is on-line, the City may decide not to implement ASR Well 4 if supply agreements to meet the projected deficit through 2016 can be secured. As the details of such agreements cannot be known at this time, implementation of both ASR Wells 3 and 4 is included in the CIP in Chapter 5. Note, with implementation of both ASR Wells 3 and 4, ASR wells will comprise a large portion of the City's overall peak day supply and the City will need to focus increasingly on managing the system to maximize ASR recharge during off-peak periods. CAROLLO ENGINEERS 4-20 Final—May 10 pw\\Carollo\Documents\Client\OR\Tgard\8287A00\Deliverables\TM 4\Chapter-4.docx +f j4I M, tr Abandoned Well • t `s w 1b : RES 04 ^% � • � •' PRV-1: • �• R Connect to northern 12"reservoir line to fill RES 04 is • ! • P-3: Ex Dam =0" • Imp Dam = ! Length=57 t ft ac f '-' ` ,• ! Legend � gored Valve � t � � PRV Improvement f 00 • Junction Pipe Improvement 0 Modeled Pipe .. .; ';P Ex Existing 50 25 0 50 Feet Imp Improvement s # •� FIGURE 4-4 PRV IMPROVEMENT PRV-1 WATER SYSTEM MASTER PLAN CITY OF TIGARD E:\Carollo\Tigard\GIS\improv_details PRVI mxd 126/2010 CITY OF TIGARD SYSTEM ANAL YSIS Table 4.15 Recommended Supply Improvements(') Current 2016 2030 Average Peak Average Peak Average Peak Existing Deficit Existing Supplies 8.9 11.4 8.9 11.4 16.4 18.1 Demand 6.4 13.4 6.8 14.3 8.7 18.2 Excess (Deficit) 2.5 (2.0) 2.1 (2.9) 7.7 (0.1) Additional Supplies ASRWell 3 1.9 1.9 1.9 Additional Required 0.1 1.0 Supplies(2) Total Additional Supplies 2.0 2.9 1.8 Notes: 1. All values are in mgd. 2. Could include ASR Well 4, TVWD, JWC, and/or Lake Oswego. 4.4.2 Distribution System Pipelines The evaluation of distribution pipeline capacity in Section 4.3 identified three areas with deficient fire flows (Areas 1, 2 and 4). Recommended improvements to address these deficiencies are described herein and shown in Figure 4.5. 4.4.2.1 Area 1 Area 1, which comprises the entirety of the 530 Zone, has the most significant fire flow deficiencies across the City. The City's 2000 WMP recommended that a new pipeline be implemented to connect the 55OG and 530 Zones, allowing the recently-constructed Reservoir 16 to provide fire flows to this area and recharge ASR Well 1. This improvement would allow Pump Station 1 to be taken out of service. Based on the evaluation presented above, this improvement is still recommended. The improvement is shown in Figure 4.6 and consists of approximately 5,000 linear feet of 16-inch diameter pipe along Bull Mountain Road, including replacement of approximately 1,000 LF of existing 8-inch diameter pipe. Connecting this service level to the 55OF Zone is also recommended, as the new transmission line would extend adjacent to the 550F Zone and a connection could easily be made. Connecting these zones would result in one new 550G Service Level. This project has been identified as Project P1 in the CIP. Though connecting these two zones will greatly improve fire flows in the 530 Zone, the existing transmission piping is not sufficient to deliver required fire flows of 2,500 gpm to all areas of the zone. Three additional pipeline improvements are recommended to deliver the required flows, as shown in Figure 4.7. These improvements are included in the CIP under Project P2 (annual fire flow allocation) and are identified as Projects P2A through P2C. CAROLLO ENGINEERS 4-22 Final-May 10 pw\kCamilo0ocuments\Client\OR1Tigardt8287A001DeliverableslTM 4\Chapter-4.docx N Ponlentl a SupplyLegend a Feaervolr Pipe Emtir'Pipe Reginal Fire Flow Irrpmrement Fre Flow Deftlent Deed£nd Line "rah Dei Ure(Fir,Fluw Not Eealuetetl) Fri re Zane O41. 0 sso O 550 oM 0 mo o, FIGURE 4.5 FIRE FLOW IMPROVEMENTS WATER SYSTEM MASTER PLAN 0,000 1500 0 3000 ®Feet CIN OF TIGARD Eln W KM9wreGpurppr.manA_umw.m.a IRtRaro Legend e'i ►,.r - e Junction , ° ._ r • 12" 36° 1Z 12 'o ��u `�12` 1 `96e� . •v"i Pipe Improvement Other Improvement ,/ It;80 _ i rii►+��5{,T 9' Modeled Pipe o® 12 :o 6 �. "'' .. oo.•_ _ALy' r t;i. { -y•,t 1 c 0 .3' 12'd 12' w Ex Existing " °s,,b, 8, ' Ex Diam -0" � L-'- 12` ^6. .z2. �f IMP Improvement 00 6. - °EK } 9 Length 1603ft ,�. ^ry•� � V. � l.,f. a.l;6aE` ,. 6 ' Lengthm 1 oft '" ° D QGF�G IMPDam - 12" o u� ® P y S C aeSA�' y. + \ ° �o a4 sok �r12: � '• moi; 4 T.'. J m o 00, ^rye a o <_ v1 -vo �8,• +• v Ex Diam =0" --o. . . m Imp Dam = 16" °6" _o� f'^=- . . Ex Diam =8" � Length=1529 ft ,. , Ex Diam =0" Imp Diam = 16" ,6 Cb s, s- ° ° - Imp Diam = 16" Length=988 ft • -B - 12' - - Length 1784 It i+ - n 9 s.aa ° O • :. _120 12T- Connect 550E zone to RES 16 _ b -17 LF of 12"pipeline - $ -Abandon PRV350F-1 and isolate from 713 zone 700 350 0 700 FIGURE 4.6 FIRE FLOW IMPROVEMENT P-1 WATER SYSTEM MASTER PLAN CITY OF TIGARD E:\Carollo\T9ard\GIS\impr _details_550-530_pipe.mxd 126/2010 500 250 0 500 ` Ex Diam Imp Darn = 10" •►;1� try•, 6 Feet ! Length 423 ft 1 -i• I W:. 1 Ex Dlam 6 .* __ • e tir �,� f Imp Diam 8 �. ,.I L f. P2 BI- Length=557ft f'°"r 'i °ti QPG 7 . %- o `� P2_A• ` 12' 12' ^'y �2, +f Ex Diam =6" - Imp Dam 8" Imp qam =10" ;' Ex Diam 6" < • ` c Length 28 ft \ ,•,. . Imp Diam — 10" Length=34 ft ,Y . Ex Diam =6" « k.. 4 • Imp Diam =10" Ex Da m 6 Ex Diam 6" It .y Length 113 Imp Diam 10 '�- Imp Diam =8" • `t �� . A Length= 144ft Length-3318 C`- poi i �. Legend *�- * • - Ex Diam^=6" 6 f • Junction t Imp Diam = 10 ,; - .�.• ''' y Length=5ft ' .1 Hydrant !• 1,500 gpm Fre Flow 2,500 gpm Fire Flow Ex Diam =6" P2C • 3,000 gpm Fire Flow #; �► 1n.. Imp Diam =8" - rr . j P Length=16 ft �, f T r r h• Pipe Improvement +y{5 lrJ - 5 _ 7 5 Modeled Pipe Ex Diam =6" �' 1 Imp Diam =8" Ez Existing g 2. Length 496 ft •y_ , '` '�•: "�. .:. I. '• t'` 1 . . Imp Improvement FIGURE 4.7 FIRE FLOW IMPROVEMENT P-2A, P-26, P-2C WATER SYSTEM MASTER PLAN CITY OF TIGARD E:\Carollo\Tigard\GIS\improvdeteil_530.mxd 1/26/2010 CITY OF TIGARD SYSTEM ANALYSIS 4.4.2.2 Area 2 A looping improvement to address the deficiency in Area 2 is shown in Figure 4.8. This improvement is included in the CIP as Project P21D. 4.4.2.3 Area 4 Improvements to address the deficiency in Area 4 are shown in Figure 4.9. These improvements are included in the CIP as Project P2E. 4.4.2.4 Dead-End Lines The City also has a number of 6-inch diameter and smaller dead-end lines that could be considered for replacement. The hydraulic modeling identified a number of 6-inch dead-end lines with deficient flows; upgrades of these lines are shown in red in Figure 4.5. In addition, the City has a number of 4-inch diameter dead-end lines; upgrades of these lines are shown in brown in Figure 4.5. Available fire flows on the 4-inch lines were not evaluated because they are not included in the hydraulic model. Improvements to address dead-end lines are not individually included in the CIP, but are addressed through the annual fire flow improvement allocation (Project P2). 4.4.3 Storage The evaluation of system storage in Section 4.3 determined that the City's overall system has ample storage through the 2030 planning period. However, the storage is focused within the 410 Zone, with two zones (830 and 530) having no storage and the 713 Zone being deficient in storage. 4.4.3.1 713 Service Level The City has purchased property on the west side of Bull Mountain (the "Cache" site) as a potential site for a future reservoir to serve the West Bull Mountain area. The new reservoir would have an overflow elevation of 560 feet, and would decrease the storage deficit in the 713 Service Level. However, given the overall excess of storage in the City's system and the substantive investment required for the JWS, implementation of a new reservoir is not recommended at this time. At the time when the West Bull Mountain area is developed, it is recommended the City update its water system master plan to better identify transmission and storage needs in this area. Without new storage in the upper zones, it is important that back-up power be available for the City's pump stations such that excess emergency storage available in the 410 Zone can reach the upper zones in an emergency. Provision of storage directly within the 830 Zone would require an elevated storage tank. Given the overall excess storage in the system paired with the lack of a fire flow deficiency in the 830 Zone as currently configured, new storage in this zone is not recommended at this time. CAROLLO ENGINEERS 4-26 Final— May 10 pw:\\Camllo\DwuumentslClient\OR1Tigard18287AOMDeliverableslTM 40apter_4.dou 8 g, Td High School ii♦ ' ' . ` o� :''47'y Til •}. p ak lowA * I Y��TTi¢yy[, �t y 8 Legend • ;" g • { Junction Ex Dlam -0" _ h e • '� - - Imp Dam -8" - !!, �� ♦ Hydrant f ` r HPL. - Length 897ft :,;,F i' •r"!: :] 1,500 gpm Fre Flow q! • -- '? 2,500 gpm Fre Flow ' 1 •t�a h 3 �7 +� t 3,000 gpm Fre Flow r �` ,4> ,�T7i,-_."" ^�' � �• 1' *� y ` Pipe Improvement • r ° '" Modeled Pipe a 300 150 0 300 a _,.• fie.- Ex Existing Imp Improvement Feet FIGURE 4-8 FIRE FLOW IMPROVEMENT P-2D WATER SYSTEM MASTER PLAN CITY OF TIGARD E:\Carollo\Tigard\GIS\improv_details_P D.mxd 126/2010 N„ I W$I&T .p Ex Dim =s Imp Dim = 10Q, •• ♦. ' 1 Length=440 ft r `'�� ^p ' i• '.� �; 'A! Ex Dim =6" , f Imp Diam = 10" "c * Length=612 ft _ S k� • ° 6' ='o Legend ._+' ° h ` "�� '. " ••"i • Junction a Ex Dim 6" t �,. ,� • y - '�... - '�' •E �� v' Imp Dam = 10° Hydrant o Length=190 ft 0 1,500 gpm Fre Flow 2,500 gpm Fire Flow W00 ��9 '� ¢ ' �� ^��- -+: ♦ 3,000 gpm Fre Flow 1, a' ,r t, ;,,' • + Pipe Improvement IN r Modeled Pipe .v n ERRYD•i. . ,7.` . :..• t,-.. - • t Ex Existing .d 300 150 0 300 -"v '• m Feet. _ p• t m a ��'r - tr I ^ Imp Improvement L FIGURE 4-9 FIRE FLOW IMPROVEMENT P-2E WATER SYSTEM MASTER PLAN CITY OF TIGARD E:\Carollo\Tigard\GIS\improv_details P2E.mxd 1/26/2010 CITY OF TIGARD SYSTEM ANAL YSIS 4.4.3.2 550G Service Level The recommended pipeline improvement(P1)to connect the 550G, 55OF and 530 Zones will address the need for storage in the 530 Zone. With this improvement the overall system storage balance is shown in Table 4.16. As seen in the table, the future 550G Service Level has 1.6 MG of excess storage at the end of the planning period. Table 4.16 Future Storage(l) Existing System Increase (Decrease) Future System Storage Service Level 2030 Excess in Required Storage 2030 Excess (Deficiency) with Planned (Deficiency) Storage(2) Improvements Storage 410 Service Level 5.1 0.7 5.8 55OG Service Level 2.5 (0.8) 1.6 713 Service Level (3.1) 0.1 (3.0) Overall System 4.5 - 4.5 Notes: 1. All values are in mgd. 2. Values are derived in Tables 4.6 through 4.9. 3. Decreased due to no longer serving the 530 Zone. 4. Increased to serve 530 and 55OF Zones. 5. Decreased due to no longer serving the 55OF Zone. 4.4.3.3 Evaluation of Existing Reservoirs Given that the City has excess overall storage, there is the potential to remove reservoirs with condition or seismic deficiencies from service without needing to replace the storage. A condition and seismic assessment was not conducted as part of the WSMP, but has been included in the CIP in Chapter 6. Completion of the study prior to the City's next WSMP will allow any deficiencies to be addressed in the next plan. It is also recommended that potential implementation of increased storage within the 713 Zone be re-evaluated in the next WSMP in consideration of the outcome of the condition assessment. 4.4.4 Pump Stations The evaluation of system pump stations in Section 4.3 did not identify any pump stations with deficient capacity, with the exception of Pump Station 1. However, there are several pump stations that have reached the end of their useful life, or are no longer necessary, and can be removed from service. Pumping capacities and deficiencies specific to implementation of the JWS are discussed separately below in Section 4.5. 4.4.4.1 Pump Station 1 Deficiency The recommended pipeline improvement (P1) to connect the 550G, 550F and 530 Zones will allow Pump Station 1 to be taken out of service, eliminating the deficiency in Pump Station 1. Table 4.17 presents an evaluation of the pumping requirements assuming this CAROLLO ENGINEERS 4-29 Final—May 10 pw9lCamilo\DocumentslClientlORlTgard18287A001Deliverahles\TM 40apter_4.docx CITY of TIGARD SYSTEM ANAL YSIS project is implemented. The pumping capacity needs to meet PDD for these zones, as well as winter demands while recharging ASR Wells 1 and 2. Note, because the 530 Zone would now be connected to Reservoir 16, the pumping capacity criterion of meeting PHD with fire flow that applied to the 530 Zone will not apply to the revised 550G Zone. As seen in the table, approximately 1,900 gpm of excess pumping capacity still exists for this service level after implementing the recommended improvements. Table 4.17 Future 55OG Service Level Pumping Capacity Evaluation(') Required Pumping Capacity Firm Pumping Additional Capacity Needed/ Year PDD(2) W ll 1 &2() Maximum P Y(') g (Excess)(') 2010 484 1,931 1,931 3,900 (1,969) 2015 517 1,946 1,946 3,900 (1,954) 2020 551 1,962 1,962 3,900 (1,938) 2025 584 1,978 1,978 3,900 (1,922) 2030 617 1,994 1,994 3,900 (1,906) Notes: 1. All values are in gpm. 2. PDD includes demands for the 550G, 550F, and 530 Zones. 3. Pumping must also be able to meet winter demands while filling ASR Well 1 (recharge rate of 600 gpm)and ASR Well 2 (recharge rate of 1,100 gpm). 4. Pump Station 10 (3 @ 1,950), with 1 @ 1,950 out of service. 5. Additional Needed/Excess= Firm Capacity—Maximum of Required Pumping Capacities. 4.4.4.2 Pump Stations 2 & 12 Given the excess pumping capacity in the 713 Service Level, Pump Stations 2 and 12 are no longer necessary for the system upon completion of Pump Station 10. These pump stations are in poor condition and the costs associated with maintenance are unwarranted given the reliable capacity of the new pump station. Table 4.18 presents the future 713 Service Level pump station evaluation assuming this change. This evaluation also assumes the existing 55OF Zone is served by the 55OG Service Level, thus demands for this zone are excluded. As seen in the table, the 713 Service Level has adequate pumping capacity to meet the supply requirements through the planning period, and removing Pump Stations 2 and 12 do not adversely impact service in this zone. Pump Station 12 can be removed from service upon completion of the new Pump Station 10. However, it is recommended that Pump Station 2 remain in service to provide back-up supply for emergencies until the JWS is implemented, as the new Pump Station 10 would not allow emergency supplies entering the 410 Zone to reach the upper zones of the system. CAROLLO ENGINEERS 4-30 Final—May 10 pw\\Carollo\Documents\Client\OR\Tigard\8287AOMDeliverables\TM AChapter_4.00ax CITY OF TIGARD SYSTEM ANAL YSIS Table 4.18 Future 713 Service Level Pumping Capacity Evaluation\'I Required Pumping Capacity Firm Pum Additional Year mg PDD(2) ADD + Is> Maximum Capacityt4l Needed ASR Well 3 (Excess) , 2010 1,636 1,779 1,779 3,100 (1,321) 2015 1,768 1,842 1,842 3,100 (1,258) 2020 2,140 2,019 2,140 3,100 (960) 2025 2,511 2,196 2,511 3,100 (589) 2030 2,882 2,372 2,882 3,100 (218) Notes: 1. All values are in gpm. 2. PDD includes demands for the 550A-E, 550H, 640, 713, and 830 Zones. 3. Pumping must also be able to meet winter demands while recharging ASR Well 3 (recharge rate of 1,000 gpm). 4. Includes Pump Station 10 (3@1,550gpm), assuming 1@1,550 gpm pump is out of service. Assumes Pump Stations 2& 12 are offline. 5. Additional Needed/Excess = Firm Capacity—Maximum of Required Pumping Capacities. 4.4.4.3 Additional Pump Stations Recommended for Abandonment There are two additional pump stations that can be taken out of service because they will no longer be needed under the planned system configuration. All pump stations recommended to be taken out of service are below-ground "canned" stations that have confined space entries. The City is no longer investing in this type of pump station, with all future pump stations planned to be above-ground structures. The pump stations planned to be taken out of service are as follows: • Pump Station 1. As stated above, this pump station will no longer be needed with the connection of the 530 Zone to the 550G Service Level. • Pump Station 11. This pump station appears to have previously been used to cycle water from Reservoirs 9-1 and 9-2, but its function within the existing system configuration is unclear. This pump station has not been used in several years and continued maintenance of this station is not warranted. 4.4.4.4 Replacement of Pump Station 8 With implementation of the above improvements, as well as those associated with implementation of the Lake Oswego supply, Pump Station 8 will be the only remaining pump station of the older"canned" style that will still be in service. Pump Station 8 is actually two pump stations that behave hydraulically as a single pump station. One is situated on the site of Reservoirs 8-1 (1.1 MG) and 8-2 (1.0 MG), while the other is across the street with Reservoir 8-3 (0.2 MG). There is the possibility of building the new pump station on the site of Reservoir 8-3; the reservoir was identified for abandonment in the 2000 WMP and building within the existing pump station footprints may be difficult. An evaluation of the siting for the new pump station should be included in the preliminary design, including consideration of the Reservoir 8-3 site. CAROLLO ENGINEERS 4-31 Final—May 10 pw:\\Carona\Doaments\ClientlOR\Tigard18287A00\Deliverables\TM 4\Chapter_4.dow CITYOF TIGARO INTEGRATION OFIOINT WATER SUM Y CHAPTER NO. 5 INTEGRATION OF JOINT WATER SUPPLY 5.1 INTRODUCTION The Joint Water Supply (JWS)with the City of Lake Oswego is planned for implementation in 2016. In addition to changing the main source of supply for the City of Tigard's (City's) system, it will also change the hydraulic grade line (HGL) at which the main supply enters the system. As the existing system is configured based on the current Portland supply, improvements will be needed to integrate the new JWS. This chapter describes the new system configuration, identifies the required capacities, evaluates two alternatives for integrating the JWS, and summarizes recommended improvements. 5.2 SYSTEM CONFIGURATION The new JWS will change the HGL at which the majority of supply enters the City's system. The existing Portland supply is conveyed through a dedicated transmission line directly to Reservoir 10, at an HGL of 470 feet, without pumping (as seen in the hydraulic profile in Figure 4.3). Conversely, the Lake Oswego supply, originating at an HGL of 320 feet, is pumped via Pump Station 5 to the 410 Service Level (HGL of 410 feet). Though piping exists between Pump Station 5 and Reservoir 10, these lines are not designated transmission lines and are integrated with the 410 Zone. Hence, under the current configuration, flows cannot be directly conveyed from Pump Station 5 (HGL 410 feet)to Reservoir 10 (HGL 470 feet) without causing excessive pressures in the 410 Zone. Schematics of the system following implementation of the JWS for years 2016 and 2030 are shown in Figures 5.1 and 5.2, respectively. The supplies and demands and their associated service levels are presented for both winter and summer conditions. 5.2.1 Winter Conditions As shown in Figures 5.1A and 5.2A, for years 2016 and 2030, respectively, during the winter, all water needs in the "upper zones" (all but the 410 Zone) are served by the JWS delivered through Reservoir 10. These flows are conveyed to the upper zones from Reservoir 10 by the two sets of pumps at the new Pump Station 10. Water needs in the upper zones include winter demands (assumed conservatively to be equivalent to average day demands)and ASR recharge requirements. The existing Portland supply (assumed to be zero by 2016) is currently conveyed directly to Reservoir 10, whereas the Lake Oswego supply enters at the 410 Zone. Hence, improvements are needed to convey the required supply up to the HGL of Reservoir 10 (470 feet). CAROLLO ENGINEERS 5-1 Final— May 10 pwl/Carollo/Documents/ClienVORlrgard/8287AOO/Deliverahles/TM5/Chapter_5.docx A.WINTER 2016 Existing Infrastructure Upper Zones r — — — — — — — — — — — — — — — — — — — — I 713 Service Level* 1 I (875 gpm) 1,000 gpm 1 I AS00gipmRWel 1 Total Upper Zone Demands I 7Gaarde Service Level I — — — — — — I Without ASR With ASR I ASR250 gpm) 1,125 gpm 3,825 gpm — — — — 13 @ 1,550 gpm 950 gpm New Pump Station 10 tation 10 470 Service Level _Portland Supply(0 gpm) (Reservoir 10) PBV i 1 (not in use) Pumping capacity between the 410 and 410 Service Level 470 Service Levels (3,618 gpm) will be needed once the JWS is implemented. 2 @ 1,755 gpm 1 @ 1,855 gpm Pump Station 5*' Lake Oswego Supply (9,700 gpm) B.SUMMER 2016 Existing Infrastructure Upper Zones 1 713 Service Level* 1 (1,837 gpm) Total Upper Zone 550G Service Level _ Demands 2,361 gpm 1,400 gpm — — — — AS Well 3 (524 gpm) 1 3 @ 1,550 gpm ASR 2+3 Supply 2,900 gpm L — — — — — — — — — — — New Pump 3 @ 1,950 gom Station 10 New Pump Station 10 (no;in use) 470 Service Level ., Penland Supply(0 gpm) (Reservoir 10) 1,500 gpm ASR Well 2 Gaarde PRV 410 Service Level (7,594 gpm) 1,000 gpm 2 @ 1,755 gpm ASR Well 1 1 @ 1,855 gpm Pump Station 5** Lake Oswego Supply (9,700 gpm) 713 Service Level includes the following zones: FIGURE 6.1 713,830,550A-E,550H,640 JWS CONFIGURATION - 2016 **Existing Pump Station 5 capacity shown,which WATER SYSTEM MASTER PLAN snot adequate for future operations. CITY OF TI GARD A.WINTER 2030 Existing Infrastructure Upper Zones r — — — — — — — — — — — — — — — — — — — — 713 Service Level* I (1,329 gpm) 1,000 gpm I Total U I ASR Wella 1 peer Zone Demands 1 1,700 gpm SSOGServiceLevel 1 — — — — — — I Without ASR With ASR I ASR Wells 1 &2 (293 gpm) 1,622 gpm 4,322 gpm — — — — — — — — — — — 1 3 @ 1,550 gpm 3 @ 1,950 gpm New Pump Station 10 New Pump Station 10 470 Service Level (Reservoir 10) 1 Pumping capacity between the 410 and 410 Service Level 470 Service Level (4,300 gpm) will be needed in 2030. 2 @ 1,755 gpm 1 @ 1,855 gpm Pump Station 5** Lake Oswego Supply (9,700 gpm) B.SUMMER 2030 Existing Infrastructure Upper Zones 1— — — — — — — — — — — — — — — — — — 713 Service Level* I 1 (2,791 gpm) 1 Total Upper Zone I 3,408 m iiT1,500 ice Level - — — — — — - Demands gP pm) 1 3 gpm ASR 2+3 Supply 2,900 gpm L@ 1,550 m — — � New Pump 950 gpm Station 10 Remaining Demand 508 gpm tation 10 t in use) 70 Service Level (Reservoir 10) 1,500 gpm ASR Well In 2030,pumping 410 Service Level capacity will also be (9,050 gpm) needed in the summer. 1,000 gpm 2 @ 1,755 gpm ASR Well 1 1 @ 1,855 gpm Pump Station 5** Lake Oswego Supply (9,700 gpm) 713 Service Level includes the following zones: 713,830,550A-E,550H,640 FIGURE 5.2 **Existing Pump Station 5 capacity shown,which JWS CONFIGURATION - 2030 is not adequate for future operations. WATER SYSTEM MASTER PLAN CITY OF TIGARD CITY OF TIGARO INTEGRATION OFJOINT WATER SUPPLY 5.2.2 Summer Conditions In 2016, the system will operate very differently during the summer, with the 410 Zone and the upper zones operating almost as two independent systems. Discharge from ASR Wells 2 and 3 will exceed projected summer demands in the upper zones (see Figure 5.1 B); water from the JWS will not be pumped to Reservoir 10 during normal summer operations. In 2030, the projected upper zone demands slightly exceed discharges from ASR Wells 2 and 3 (see Figure 5.213)and some supply from the 410 Zone/JWS to Reservoir 10 will be required. Throughout the planning period, any improvements needed to deliver flows to Reservoir 10 to meet the winter requirements discussed above, will normally be out of service, or used only intermittently, during the summer. During the summer, the JWS will mainly be used to serve demands within the 410 Zone. By the end of the planning period in 2030, total peak day demands in the 410 Zone are projected to be close to the total capacity of the JWS, as discussed below in Section 5.3 and shown in Figures 5.1 B and 5.2B. 5.3 PROJECTED DEMANDS To identify the required capacities for facilities needed to distribute the JWS, the projected demands for the 410 Zone and the upper zones were evaluated separately based on the projections developed in Chapter 2. For each area, the following demands were projected for years 2016 through 2030: • Average day demands (ADD) used to conservatively represent winter demands. • Peak day demands (PDD) used to represent summer demands. • ADD plus ASR well recharge rates used to represent peak winter water usage. • PDD minus ASR well discharge rates used to represent net demands that must be met by the JWS during normal summer operations. The projected demands for the 410 Zone and the upper zones are shown in Tables 5.1 and 5.2, respectively. CAROLLO ENGINEERS 5-4 Final-May 10 pw:llCarollolDocumentslClienVORRigardlffi87AOOIDeliverables/TM5IChapter_5.docx CITY OF TIGARD INTEGRA TION OFJOINT WATER SUPPLY Table 5.1 Projected Demands for 410 Zone Projected Demands (gpm)111 Year PDD Minus ADD PDD ASR Discharge 2016 3,619 7,600 6,600 2020 3,829 8,040 7,040 2025 4,091 8,591 7,591 2030 4,353 9,141 8,141 Notes: 1. All projected demands are for the 410 Zone, which receives water during the summer from ASR Well 1 (1,000 gpm), but does not recharge any ASR wells. Table 5.2 Projected Demands for Upper Zones Projected Demands (gpm)t' Year ADD Plus ASR PDD Minus ADD PDD Recharge ASR Discharge 2016 1,127 2,367 3,827 (533) 2020 1,281 2,690 3,981 (210) 2025 1,474 3,095 4,174 195 2030 1,666 3,499 4,366 599 Notes: 1. The upper zones include the 830, 713,640, and all 550 Zones. The upper zones receive water during the summer from ASR Wells 2 and 3 (2,900 gpm), and recharge ASR Wells 1, 2 and 3 (2,700 gpm) during the winter. A number in parenthesis indicates an excess in supply, and that no additional pumping capacity is required. 5.4 CAPACITY CRITERIA Criteria were developed to support development of supply distribution alternatives, as shown in Table 5.3. The criteria fall under the following categories: • Supply Utilization —All alternatives should allow for full use of the JWS. • Summer Capacity— Pump station improvements should have sufficient firm capacity (one largest pump out of service)to deliver PDD net of available ASR well discharges to all areas of the system. • Winter Capacity— Pump station improvements were assumed to have sufficient peak capacity (all pumps in service) to deliver ADD plus required ASR well recharge rates. CAROLLO ENGINEERS 5-5 Final -May 10 pw//Carollo/Documents/OlienVORlrigard/8287A00/DeliverablesrrM5/Chapter_5.dou CITU OF TIGARD INTEGRATION OFIOINT WATER SUPPLY • Use of Existing Infrastructure— Pump station improvements should have peak capacity (all pumps in service) to deliver flows to Reservoir 10 at least equivalent to the peak capacity of the larger set of pumps at the new Pump Station 10. This assumption is for the purposes of this planning level analysis; development of more detailed pump station sizing criteria during the predesign phase is recommended. Table 5.3 Pumping Capacity Criteria Criterion Required Capacity(') Overall System Firm capacity to deliver full JWS Supply 9,700 gpm 410 Zone Firm capacity to meet projected PDD minus ASR supplies 8,050 gpm Peak capacity to meet projected ADD (no ASR recharge from this 4,300 gpm zone) Upper Zones (Reservoir 10) Firm capacity to meet projected PDD minus ASR supplies 500 gpm Peak capacity to meet projected ADD plus ASR recharge 4,300 gpm Peak capacity to least equal to planned capacity for larger set of pumps at new Pump Station 10(2) 5,850 gpm Notes: 1. All values based on 2030 demands, or as otherwise indicated.All value have been rounded to the nearest 50 gpm. 2. Larger set of pumps at Pump Station 10 (3 pumps @ 1,950 gpm). Note, these criteria were defined for the purpose of developing and evaluating alternatives and are not intended as criteria for the facilities' design. It is recommended that these design criteria be refined as part of the preliminary design of recommended facilities, taking into account the factors described above. CAROLLO ENGINEERS 5-6 Final -May 10 pw://Camlb/Documents/ClienWRrFigard/8287A00/Deliverables/IM5/Chapter_5.docx CITY OF TIGARD INTEGRATION OFJOINT WATER SUPPLY 5.5 JWS DELIVERY ALTERNATIVES Two main alternatives were identified to integrate the JWS supply into the City's system. Both alternatives discussed in this section meet the criteria summarized above in Table 5.3. The alternatives assume construction of a new Pump Station 5. The capacity of the existing Pump Station 5 (5,360 gpm) is insufficient to meet the planned capacity of the JWS (14 mgd, 9,721 gpm). In addition, the existing pump station is of the older"canned" style that is being phased out by the City. As such, both alternatives assume that the existing Pump Station 5 would be taken out of service. For this evaluation, all improvements recommended in Chapter 4 were assumed to be implemented, including completion of ASR Well 3 and removal of Pump Stations 2 and 12. The evaluation does not assume implementation of ASR Well 4. 5.5.1 Alternative 1 - Designated Transmission Line Alternative 1 assumes installation of a designated transmission line from a new Pump Station 5 to Reservoir 10; flows would be pumped directly from the JWS HGL (320 ft)to the Reservoir 10 HGL (470 ft). A second set of pumps at the new Pump Station 5 would deliver flows to the 410 Service Level. A schematic of this alternative is shown in Figure 5.3; assumptions are as described herein. Designated Transmission line. Using the hydraulic model,a 20-inch diameter transmission pipeline was determined sufficient to supply the required demands in the upper zones served by Reservoir 10. Though two transmission lines (24-inch and 16-inch) exist between Pump Station 5 and Reservoir 10, neither of these lines are usable as designated transmission lines. The hydraulic model determined that if the 24-inch diameter line were used for serving Reservoir 10, the 16-inch diameter line would be insufficient to convey flows to the 410 Service Level during the summer. If reversed, the smaller line would be marginal to convey winter flows (ADD + ASR fill)to Reservoir 10, and would require that numerous service connections be moved to an alternate line. Hence, construction of a new, designated line was assumed. The new 20-inch diameter transmission line would extend 12,600 LF from Pump Station 5 to the location of PRV 410-1 (Gaarde PRV), along Gaarde Street, and would connect to an existing 36-inch line that delivers water from Reservoir 10. CAROLLO ENGINEERS 5-7 Final - May 10 pw://CaroliolDocuments/ClienVORrrigard/8287AODCelivembles[TM5/Chaplet 5.d= A.W I NTER Alternative 1 Upper Zones r — — — — — — — — — — — — — — — — — — — — I 713 Service Level• I (1,329 gpm) 1,OOogpm I Total Upper Zone Demands I ASR Well 3 1,700 gpm 5506 Service Level 1 t ASR — — — — — — 1 WithouWith ASR I ASR Wells 1 &2 (293 gpm) I 1,623 gpm 4,323 gpm 3 @ 1,950 gpm 3 @ 1,550 gpm New Pump Station 10 New Pump Station 10 470 Service Level (Reservoir 10) New Transmission Line: 12,600 LF 410 Service Level 20-inch diameter pipe (4,300 gpm) _ _ _ _ _ _ _ — _ _ _ New Pump Station 5 3 @ 1,950 gpm 3 @ 1,950 gpm — — — — — — — — — — — Lake Oswego Supply (9,700 gpm) B.SUMMER Alternative 1 Upper Zones I— — — — — — — — — — — — — — — — — — 713 Service Level* 1 (2,791 gpm) 1 Total Upper Zone I I 3,408 gpm 1,400 gpm 5506 Service Level I _ _ _ _ Demands ASR Wel 13 (617 gpm) 1 3 @ 1,550 gpm ASR 2+3 Supply 2,900 gpm L — — — — — — — — — — New Pump 3 @ 1,950 gpm Station 10 Remaining Demand 508 gpm New Pump Station 10 470 Service Level (Reservoir 10) 1,500 gpm ASR Well 2 New Transmission Line: 410 Service Level 12,600 LF (9,050 gpm) 20-inch diameter pipe _ _ _ New Pump Station 5 — — — - — — — — — — —I 1,000 gpm 1 2 @ 1,950 gpm ASR Well 1 1 3 @ 1,950 gpm 1 @ 1,950 gpm I — — — — — — — — — — — — Lake Oswego Supply (9,700 gpm) 713, FIGURE 5.3 Service Level includes the following zones: 713830,SSOA-E,SSOH,640 JWS DELIVERY-ALTERNATIVE 1 WATER SYSTEM MASTER PLAN CITY OF TIGARD Cm of TIGARD INTEGRATION OFIOINT WATER SUPPLY New Pump Station 5. For this alternative, the new Pump Station 5 would have two sets of pumps; one set(Pumps 1 through 3) would be designed to deliver flows to Reservoir 10 through the new transmission line, and the second set (Pumps 4 through 6)would deliver flows to the 410 Zone. Per the above criteria, the first set of pumps that would deliver flows to Reservoir 10 would have a peak capacity of 5,850 gpm (assuming three pumps with capacity of 1,950 gpm). The second set of pumps would be designed to deliver flows to the 410 Zone; these pumps were assumed to have sufficient capacity to deliver the full planned JWS capacity in combination with the first set of pumps. Hence, the second set of pumps was also assumed to have a peak capacity of 5,850 gpm, resulting in a firm capacity of 9,750 gpm at the new Pump Station 5. The pump station would operate differently under winter and summer conditions, as follows: • Winter Conditions (Figure 5.3A)— During the winter, the first set of pumps (Pumps 1 through 3)would be used to deliver flows to Reservoir 10 and the second set of pumps (Pumps 4 through 6)will be used to deliver flows to the 410 Zone to meet winter demands. • Summer Conditions (Figure 5.3B)—During the summer, only one pump (Pump 1) will be required to deliver flows to Reservoir 10, as the majority of the demands in the upper zones will be met by ASR Wells 2 and 3 through the planning period. The two remaining pumps in the first set(Pumps 2 and 3)will be used in combination with the second set of pumps (Pumps 4 through 6)to deliver flows to the 410 Zone to meet summer demands. It is assumed that the pumps can be selected to allow Pumps 2 and 3 to deliver flows at HGLs of both 410 and 470 feet by either controlling the pump speed (variable frequency drive) or by throttling the flow (flow control valve). However, if not possible, these pumps can still be used to serve the 410 Zone indirectly, by routing water through Reservoir 10 then the Gaarde PRV. Either configuration may lead to additional power costs due to excess pumping; these costs were not considered in the cost comparison described below. 5.5.2 Alternative 2 - New Booster Pump Station Alternative 2 includes replacing Pump Station 5 to deliver JWS flows to the 410 Service Level, and constructing a separate pump station to boost flows from the 410 Service Level to Reservoir 10. Under this alternative, no designated transmission line is necessary, as the new pump station would draw directly from the 410 Service Level. A schematic of this alternative is shown in Figure 5.4; assumptions are as described herein. New Pump Station 5. To meet the above criteria, the new Pump Station 5 will have a firm capacity of 9,750 gpm. The pump station was assumed to consist of 6 pumps, five online and one standby, each with 1,950 gpm capacity. New Booster Pump Station. The new booster pump station serving Reservoir 10 was assumed to have a peak capacity of 5,850 gpm, per the above criteria. Again, three 1,950- gpm capacity pumps were assumed. Potential sites for the new pump station were evaluated to confirm that implementing the new pump station will likely not require significant transmission upgrades. A preliminary evaluation of available properties along the existing transmission line to Reservoir 10 revealed several potential sites. In addition, with the recommended abandonment of Pump Stations 1 and 2, the sites of these pump stations CAROLLO ENGINEERS 5-9 Final— May 10 pw://Campo/Documents/Client/OR/rigard/8287A00/DeliverablesITM5/Chapter_5.doc CPYOFTIGARD INTEGRA77ON OF107Nr WATER SUPPLY would also be available (though the site of Pump Station 1 would require transmission improvements). Because it appears the new pump station could be located close to existing transmission lines, an additional designated transmission line was not assumed for this alternative. • Winter Conditions (Figure 5.4A)— During the winter, the new Booster Pump Station will boost water from the 410 Zone to meet projected winter demands in the upper zones plus the ASR well recharge rates (4,323 gpm). The new Pump Station 5 will be required to deliver this flow, plus the projected winter demands of the 410 Zone (4,300 gpm), to the 410 Service Level. • Summer Conditions (Figure 5.413)—During the summer, the new Booster Pump Station will boost water from the 410 Zone to meet the projected summer demands not met by ASR Wells 2 & 3 (500 gpm). The new Pump Station 5 will deliver this flow, plus the summer demands of the 410 Zone not met by ASR Well 1. 5.5.3 Cost Comparison Cost estimates were prepared to compare the capital investment of each alternative, and are included in Appendix B. The cost estimates use the same planning level cost assumptions as described in Chapter 6 — Capital Improvements Plan. Table 5.4 presents a summary of the cost estimates. As seen in the table, the cost for the new Pump Station 5 under Alternative 1 is slightly higher than for Alternative 2. Though both alternatives assume six 1,950-gpm pumps, Alternative 1 assumes that three of the pumps have a higher head requirement, resulting in higher horsepower, and therefore higher costs. Table 5.4 JWS Alternatives Cost Estimate Alternative Estimated Cost Alternative 1 — Designated Transmission Line New Pump Station 5(' $3.5 million Transmission Line(2) $5.0 million Alternative 1 Total $8.5 million Alternative 2— New Booster Pump Station New Pump Station 5(3) $3.4 million New Booster Pump Station(4) $1.7 million Alternative 2 Total $5.1 million Notes: 1. New PS 5 replaces existing PS 5 and includes two sets of pumps: 3@ 1,950 gpm serving 470 Service Level via a new designated transmission line, and 3 @1,950 gpm serving the 410 Service Level via existing transmission lines. 2. Assumes a total length of 12,600 LF,20-inch diameter pipe. 3. New PS 5 replaces existing PS 5 and includes one set of pumps:6 @ 1,950 gpm serving the 410 Service Level via existing transmission lines. 4. New Booster Pump Station includes one set of pumps:3 @ 1,950 gpm from the 410 Service Level to the 470 Service Level(Reservoir 10).Transmission improvements are assumed to be minor, but will depend on the selected site for the new PS. CAROLLO ENGINEERS 5-10 Final - May 10 pw://Carollo/Documents/OlienVORRigardl8287AODIDeliverables/rM5/Chapter_5,dou A.WINTER Alternative 2 Upper Zones r — — — — — — — — ----- — — — — I 713 Service Level* I I (1,329gpm) 1,0009pm 1 I ASR Well a I Total Upper Zone Demands I 1,700 gpm 5505 Service Level 1 — — — — — — I Without ASR With ASR ASR Wells 1&2 (293 gpm) 1 1,623 gpm 4,323 gpm — — — — — — — — 3 @ 1,550 gpm 3 @ 1,950 gpm New Pump Station 10 New Pump Station 10 470 Service Level (Reservoir 10) 3 @ 1,950 gpm New Booster Pump Station 410 Service Level (4,300 gpm) 6 @ 1,950 gpm New Pump Station 5 Lake Oswego Supply (9,700 gpm) B.SUMMER Alternative 2 Upper Zones 1 F Service Level* I 1 ,791 gpm) 1 I I Total Upper Zone I 5506 Service _ _ _ I Demands 3,408 gpm 1,400 gpm - 1ASR Wella (617 gpm3 @ 1,550 gpm ASR 2+3 Supply 2,900 gpm L — — — — — — — — — New Pump 3 @ 1,950 Station 10 Remaining Demand 508 gpm New Pump Statio 470evel(R0) 1,500 gpm3 @ 1,9ASR Well2 New Booster Pump 410 Service Level (9,050 gpm) 1,000 gpm 6 @ 1950, gpm ASR Well 1 New Pump Station 5 Lake Oswego Supply (9,700 gpm) FIGURE 5.4 713,830,55OA-E,55e Level 0H,u4es the following zones: JWS DELIVERY-ALTERNATIVE 2 713,830,SSOA-E,SSOH,640 WATER SYSTEM MASTER PLAN CITY OF TIGARD CITY OF TIGARD INTEGRATION OFJOINT WATER SUPPLY 5.6 RECOMMENDED IMPROVEMENTS Given the cost discrepancy between the alternatives, it is recommended that the City pursue Alternative 2 and construct both a new Pump Station 5 and a new booster pump station. This recommendation based on cost is supported by several other advantages associated with the second alternative: • In addition to the high cost, a designated transmission line, as proposed in Alternative 1, will have a large area of impact (12,600 LF through city streets), compared to the construction of a single pump station, likely to be located on existing City property. • As described above, Alternative 1 would require that two of the planned six pumps at the new Pump Station 5 be able to deliver flows to both Reservoir 10 in the winter (HGL 470), and the 410 Zone in the summer. This configuration would complicate the design and operation of the pump station, and may lead to additional power costs due to excess pumping. The two main improvements associated with Alternative 2 (the new Pump Station 5 and the new Booster Pump Station) are included in the CIP in Chapter 6. Locating the new Pump Station 5 on the existing site may not be possible. The existing site is within the right-of-way of Bonita Road and may not have sufficient space available for the new pump station. It is assumed that appropriate siting will be determined as part of implementation of the JWS project. Additional recommendations associated with Alternative 2 include the following: • The Tiedeman PRV can be removed from service once the JWS is online. This PRV will no longer be needed to deliver supply from Portland to the 410 Service Level. The City may opt to keep the PRV in place for use in delivering emergency supplies from Portland. • The existing transmission line from Portland can be converted to a distribution main, by opening existing valves, once the JWS supply is online. Utilizing this line as a distribution pipe will maintain the pipe's integrity for its use in delivering emergency supplies from Portland. Prohibiting service connections to this line is also recommended to preserve the option of isolating the pipe for emergency supplies. CAROLLO ENGINEERS 5-12 Final - May 10 pw:/lCamilol0ocuments/Client/OR/Tigard/8287AOOIOeliverables/TM5/Chapter_5.docx CITY OF TIGARD CAPITAL IMPROVEMENTAND MAINTENANCE PLANS CHAPTER NO. 6 CAPITAL IMPROVEMENT AND MAINTENANCE PLANS 6.1 INTRODUCTION The purpose of this chapter is to present prioritized water system capital improvement(CIP) and capital maintenance plans for the City. This chapter includes summaries of the following: • Cost estimating methodology. • Capital Improvements Plan (CIP) including project descriptions, estimated costs, and recommended CIP. • Capital Maintenance Plan (CMP) including project descriptions, estimated costs, and recommended CMP. • Additional recommendations. All recommended projects are shown in the system hydraulic profile in Figure 6.1; the resulting final hydraulic profile is shown in Figure 6.2. All recommended improvements are also shown in the system map in Figure 6.3. 6.2 COST ESTIMATING METHODOLOGY Planning-level cost estimates were developed for each of the recommended CIP projects. These estimates are presented as total project costs in January 2010 dollars, corresponding to an Engineering News Record (ENR) 20-Cities Construction Cost Index (CCI) of 8,660. All costs include the following contingencies: • 30 percent estimating contingency; • 10 percent for general conditions; • 15 percent for contractor overhead and profit; and • 20 percent for engineering, legal and administration (ELA) costs. Costs are at a planning level (+50/-30 percent of accuracy) and should be refined as project- and site-specific requirements are further developed. The costs for specific infrastructure categories were developed as follows: • Pipelines— Estimated costs for all pipeline projects were based on a cost per linear foot, as summarized in Table 6.1. Unit cost development is presented in Appendix C. • Pump Stations—Estimated costs for all pump stations include site work, a structure, all mechanical and electrical equipment, and a back-up generator. Cost estimates for recommended pump station projects are presented in Appendix D—CIP Detail Sheets, CAROLLO ENGINEERS 6-1 Final—May 10 pw1/Camilo/Documents/Client/ORrrigard/8287A00/DeliverablasrTM6/Chapter_6.docx 330 ZONE LEGEND EXISTING ABANDON FUTURE DESCRIPTION PRESSURE ZONE IHGLI my— PIPE �M _I METER 3 [ ' ' PUMP Iy pP�A a? §P STATIONS I I + PRESSURE REOUOING VALVE STATION ® CLOSED VALVE �0 p' =0 Pum, m 713 ]13 ]13 RESERVOIR RESERVOIR RESERVOIR 713 ON N I 11 RECOAQUIER RECOVERY E/ 700'— 0-1 5-2 &3F 1 ¢ ¢i ¢ RECOVERY WELL X W X%X sxo RESERVOIR �Iw RESERVOIR RE ERVC RESERVOIR yxasammx«wcm rr w E 7 9 34o il1l �I -1' J W,M„ I B00'— ff —600 CONNECT SERVICE 6 EVELS I � I 5505 SSOG 650A SSDO SWE 550H1 SSDG 550 5506 M RESERVOIR is 530 d ' 0: LSP: 'P BqP ^P SPP) 50C— 5 Y M a..ILxuuixciu 470 PUMP STATION iD EXPANSION PO 4 RESERVOIR I3 �p PUMP p OT TIICN 12 STATION 13 CE 110111 NEW 10 PUMP XP-P P fIIxIP cF ?�PUMP E - '—'— A ale -- M STATION _ "a 3TH CV2 _ p p T ilON1 31 crwrtx e M m e I— NOOn L. 1 y L IAt _ (aenNoonl �� M iti�w�e mp�N 4102011E 412 412 412 417 413 415 4t3 410 410 4102011E qua ESERVOIR RESERVOIR RESERVOIR RESERVOIR RESERVOIR RESERVOIR 4 RESERVOIR RESERVOIR RESERVOIR 9-1 9.2 40b— 13 -I 12 ax2 f1-1 12 _ 1 —400' W PUMP � 6TCTiON 11 L fN1)ON� P, ap xp ap fp NEWPUMP g STATION 6 s AI-LAA FIGURE 6.1 M soo— RECOMMENDED IMPROVEMENTS-HYDRAULIC PROFILE WATER SYSTEM MASTER PLAN L$ ELEVgTON CITY OF TIGARD ay/�a/olio/' �/� /� jp E 4tlx w4nppple<'f'Aa°tie^41s�m(6�orfyual Xy^rzYlk aMN 1A10 O3^ n PLs4;an xPEFS: 83OZONE LEGEND EXISTING FUTURE DESCRIPTION PRESSAEZDNEQIGL) 80V – PIPE O ® METER PUMP �+ pP FP�'.FP FIP STATIONS e + + PRESSURE REDUCING P) Vg LVE STATION G9 ® CLOSED VALVE 0QRU.P.0 ]13 713 ]13 13 ZONE RESERVOIR RESERVOIR RESERVOIR IC AQUIFER STORAGE/ ]0P— S-1 83 8d ¢�� RECOVERY WELL RESER�VO�Imwvm i RESERVOIR RESERVOIR W W s 9 8IS $ M " No g —600' CONNEC SER VICE ULE Q LEVELS 5508 1 1 1 SSOA 5500 55DE 550HI 550 SWIG MMEN RESERVOIR t6 d € N PmPP PP P & soo'— M m 6]o PUMP BTATON IO 'µ0v P POMP RESERVOIR STATION 13 NEWF F 10 PUMP 3P oP FP M G-TION "' a &RESERI. 01020.E Al2 812 � 50] 13 415 A15RESERVOIR RESERVOIR RESERVOIR RESERVOIR RESERVOIR RESERVOIR <1020NE 4O0'— 13 St b2 < 2 SERVOIR gqg2 1-2G n uu. —60P 3 € € c cm P PUP PoP oP NEWPUMP STATION S ^A' '°E FIGURE 6.2 M 3w— FUTURE HYDRAULIC PROFILE WATER SYSTEM MASTER PLAN 5 ELEVATION CIN OF TIGARD `�a�y 6 c vmkmpgmKMaManga�wmsxsaTAa'w t ion lPm 1410 w:17mx RLIm lmFFs `vaeollo N legend P nmw ® Supply a Reservoir mil • E,,bueg • Recommended Cepibl Improvement Preseure R.ducing V.N. ® Recammentle d CVUI Improvement P—P SteMn PS2:New Pump Station Po:Ppmietl Improvement &btirg Recommnetled Capital Improvement P83:Pu mp Station 8 Repkcement ` FWeAm Farting Pecommen dad Capital Improvermnt Pre...n,Zan. Pbe O 410 ✓ J P2E:Fire flow llpgmde O 8x O 55'J p# P2 O ]13 P1 O 330 � Pbt WYluge P3 Pb P51:Pump SRtion 5 Repkcemen[ W2:New.R3 P3lPRV1:New550G W 410-W antl mnneMYg Pipefde No. P2D:Fire Flow Upgrade 1.PS2:Preluninery bcefwn drown.AMu.I PS Imetlon W be determinetl, pp(yp2Bp2L:Fre Fbw Upgretle 2.W2:n R,r not:xown an Rgum.Lommn W be mtertninwd. FIGURE 6.3 Pr News50F165OW630 RECOMMENDED CAPITAL IMPROVEMENTS PROJECTS a,aoo lsoo 0 0,000 C000eM°0 WATER SYSTEM MASTER PLAN ®Feet ✓ CITY OF TIGARD E\CeMI%TBe�tl\GISUmpmemmk bp.mW MROtp CITY OF TIGARD CAPITAL IMPROVEMENTAND MAINTENANCE PLANS • ASR Wells - Estimated costs for drilling and equipping ASR wells were based on previous City of Tigard projects, as noted in the project descriptions in Section 6.3 below. • Annual Allocations—Annual allocations, in particular those in the CMP, were based on general system needs and City staff input. Table 6.1 Unit Pipeline Upgrade Costs(l) Diameter Estimated Cost per Linear Foot(2) 8-inch $127 10-inch $137 12-inch $146 16-inch $176 Notes: 1. Unit cost development shown in Appendix C. 2. Direct costs, not including contingencies. 6.3 CAPITAL IMPROVEMENT PROGRAM This section presents the recommended CIP based on the evaluations conducted as part of the WSMP. Capital improvement projects are defined as projects that result in an improvement in either capacity, level of service, or system redundancy. This section includes a summary of project prioritization and timing, a brief description of each recommended project, followed by the recommended CIP. 6.3.1 Project Prioritization and Timing Of the recommended projects, supply- or capacity-related projects were prioritized first, followed by projects addressing deficient fire flows. Supply-related improvements were scheduled to be completed one year before the year in which they are needed. Exceptions to this include improving the ASR Wells (required immediately to meet peak demands), and any related siting studies, which are scheduled earlier in the planning period to give ample time for purchasing property. Larger projects that require longer than one year for design and construction were scheduled such that the project is completed just prior to the year in which it is needed. At the request of City staff, fire flow improvements, with the exception of Project P1, were grouped together into a general fire flow improvement category with an annual allocation. This allows the City more flexibility in addressing the highest priority projects at the time funding becomes available. During the next six years, when other high-cost capital projects are required, the annual fire flow allocation is established as $100,000 per year. Beyond 2016, this allocation increases to $200,000 per year. It is recommended that the City implement the recommended improvements by prioritizing projects that improve fire flow to the greatest number of affected customers and alleviate the greatest fire flow deficiency, while also coordinating with other City projects as possible. CAROLLO ENGINEERS 6-5 Final—May 10 pw.11Camilo/Documents/ClienVORJTigard/8287ADOIDeliverablesrrM6lChapter_6 docx CITY OF TIGARD CAPITAL IMPROVEMENTAND MAINTENANCE PLANS 6.3.2 Recommended Projects This section presents the recommended water system improvements in the following categories: pump stations, pressure reducing valve (PRV) stations, pipelines, wells, and studies. No capital improvements related to storage were identified. Project identification tags and numbers have been assigned to all projects as such: PS - Pump Station, PRV- PRV Station, P - Pipeline, W-Well, and S - Study. A schematic of the proposed capital improvement projects is presented in Figure 6.1. All capital improvement projects were identified in either Chapter 4, for the general system, or Chapter 5 for improvements specifically related to integration of the JWS. 6.3.2.1 Supply W1 - ASR Well 3. Equipping ASR Well 3 is recommended for meeting immediate supply requirements. This well is already drilled and just needs pumping equipment installed. W2 -ASR Well 4. To supplement supplies, it is recommended that the City implement a fourth ASR Well. A siting study identifying the most appropriate hydraulic and hydrologic location for the ASR Well 4 is recommended. Construction should follow soon after identifying the location. As discussed in Chapter 4, the City will need an additional 0.1 mgd of peak supply (in addition to ASR Well 3)to meet current demands, and an additional 1.0 mgd of peak supply to meet projected demands in 2016 Oust prior to implementing the new JWS). Additional supply may be acquired through supply agreements with neighboring purveyors; the timing and need for ASR Well 4 should then be adjusted accordingly by City staff. The hydrogeologist of record has identified the potential of converting the existing Well 4 (currently not in use) to ASR Well 4, which could reduce the cost of drilling. However, drilling costs have been included as a placeholder in case an alternate site is selected for this well. 6.3.2.2 Pump Stations PS1 — Pump Station 5. To adequately convey the 14 mgd of anticipated supply from the City of Lake Oswego in 2016, a new Pump Station 5 is recommended. This pump station would need a capacity of 9,722 gallons per minute (gpm; 14 mgd)to meet future supply requirements. Improvements to this pump station were identified in the Lake Oswego/Tigard Joint Water Supply Plan. Because it is anticipated that this project will be implemented as part of the JWS, a cost for this project is not included in the recommended CIP to avoid double counting the expense. Assuming three years for design and construction, this project was scheduled to begin in 2013 to allow completion one year before the JWS comes online. PS2 — New Pump Station to Reservoir 10. This pump station is required for delivering supplies from the 410 Service Level to the 470 Service Level (Reservoir 10)when the Portland supply agreement terminates. To meet the total and firm pumping requirements of the 470 Service Level, three (3) 1,950-gpm pumps were assumed for this pump station. A siting study for this pump station is included in FY 2012 to provide ample time for planning prior to design and construction. This project will also need to be completed prior to implementing the JWS, anticipated in 2016. Assuming three years for design and construction, this project was scheduled to begin in 2013 to allow completion one year before the JWS comes online. CAROLLOENGINEERS 6-6 Final—May 10 pwalCarollolDocumemsl ClienWR/Tigard/8287AOOIDeliverables/TM6lChapter_6 dou CITY of TIGARD CAPITAL IMPROVEMENTAND MAINTENANCE PLANS 6.3.2.3 Pipelines P1 —Connect 550G, 55OF, and 530 Zones. This connection includes a 5,000 linear foot (LF) 16-inch diameter pipe. Figure 4.6 shows the alignment of the pipe along Bull Mountain Road. This project was also recommended in the 2000 Water Master Plan. It is recommended that this connection be made soon as this project alleviates the largest fire flow deficiency in the City's system, as well as improving storage requirements for the 530 Zone. Because of this, the project has been scheduled to begin design in FY 2011, with construction beginning in 2012. P2 — Fire flow Improvements. All projects that address fire flow deficiencies, with the exception of Project P1, have been grouped into this single project. These projects address current fire flow deficiencies in Areas 1, 2 and 4 identified in Chapter 4. Upsizing 4- and 6- inch diameter dead end pipes are also included under this project. City staff will identify and prioritize these lower priority fire flow improvements within the annual allocation. Scheduling of these projects is discussed in Section 6.3.1. P3 —Pipeline associated with Project PRV 1. A 60-LF, 12-inch diameter pipeline is needed to connect the 55OG Service Level to pipes in the 410 Service Level near Reservoir 4 (see Figure 4.5). In conjunction with Project PRV 1, this project will allow flows from ASR Well 3 and Reservoir 16 to serve the 410 Zone. This project was scheduled to be completed concurrent with Project PRV 1 and equipping of ASR Well 3 (Project W1). P4— Pipeline associated with Main Street Improvements. Concurrent with street improvements on Main Street, the City intends to replace an eight-inch diameter pipeline with a 16-inch diameter pipeline in Main Street, from Burnham Street to Tigard Avenue, and continuing down Tigard Avenue for an additional 50 feet. The pipeline will connect to an existing 16-inch diameter pipeline being completed along Burnham Street. This project is anticipated to begin in FY 2011. 6.3.2.4 Pressure Reducing Valves PRV1 —Connect 550G Service Level to 410 Service Level. The purpose of this improvement, in conjunction with Project P3, is to allow Reservoir 16 and planned ASR Well 3 to serve the 410 Zone. This new regulating valve will control flows from the 55OG Zone to Reservoir 4 in the 410 Zone, and will likely improve turnover in Reservoir 4. This project has been scheduled for FY 2011 concurrent with completion of ASR Well 3. 6.3.2.5 Studies S1 —Water System Master Plan. It is recommended that the City complete a Water System Master Plan every five years. 6.3.3 Recommended CIP The recommended 20-year CIP is summarized in Table 6.2. Beyond the next five years, the implementation timing for the recommended CIP projects was developed in five-year increments. Individual cost estimates and schedules are included in Appendix D —CIP Detail Sheets. CAROLLO ENGINEERS 6-7 Final— May 10 pw://CamilolDocuments/ClienVORRigardr8287A001Deliverables/rM6/Chapter_6.dou CLIV OF 7YGARD CAPf AL IMPROV MENIAND MAINIENANLE PUNS Table 6.2 Recommended Capital Improvements Plan Capital Improvements Project Cost Year FY 2011 FY 2012 FY 2013 FY 2014 FY 2015 FY 2016 FY 2017- FY 2021- FY 2027- 2021 2026 2031 WELL IMPROVEMENTS W1 ASR Well 3—Design&Equip $2,200,000 2011 $2,200,000 W2 ASR Well 4—Drill&Equip Siting Study $ 30,000 2011 $ 30,000 Design;Drill&Equip Year 1 (50%) $1,859,000 2012 - $ 1,859,000 - - - Drill&Equip Year 2(50%) $1,115,000 2013 - - $ 1,115,000 - - - - - PUMP STATIONS PS1 Pump Station 5 Design (1) 2013 - - (1) Construction Year 1 (67%) (1) 2014 - - - (1) - - Construction Year 2(33%) (1) 2015 - - - - - PS2 New Pump Station Siting Study $ 50,000 2012 - $ 50,000 - - - - - - - Design $ 255,000 2013 - - $ 255,000 - Construction Year 1 (67%) $ 963,000 2014 - - - $ 963,000 - - Construction Year 2(33%) $ 481,000 2015 - - - $ 481,000 - - - - PRV STATIONS T �� PRV1 New PRV from 550G to 41D Zone $105,000 2011 $105,000 - - - -PIPELINE IMPROVEMENTS P1 Pipeline connecting 550G and 530 Zones Design $197,000 2011 $197,000 - - - - - - - - Construction $1,770,000 2012 - $1,770,000 - - - - - - P2 Annual Fire Flow Improvement Allocation $3,400,000121 - - - $100,000 $100,000 $100000 $100,000 $1.0K00011t $1,000,0001x1 $1,000,000111 P3 Pipeline for installing PRV 55OG-4 $17,000 2011 $17,000 - - - - - P4 Pipeline in Main St.&Tigard Ave. $101,000 2011 $101,000 - - - - - - - - STUDIES S1 Water Master Plan Update $140,000 2016 - - - - - $140,000 - - - TOTAL COSTS $12,685,000 $ 2,650,000 $ 3,679,000 $ 1,470,000 $ 1,063,000 $ 581,000 $ 240,000 $ 1,000,000 $ 1,000,000 $1,000,000 Notes: 1. Costs included in Lake OswegoFrigard Joint Water Supply Plan. 2. Includes total cost for$100,000 per year for four years,and$200,000 per year for another 15 years. 3. $200,000 for five years=$1.000,000. GROLLO ENGINEERS 6-8 w-'�•ao�=�a'o.roAarea�+�wun.c..reei.mus�nmin e.m„ Final—May 10 CITY OF TIGARD CAPITAL IMPROVEMENTAND MAINTENANCE PLANS 6.4 CAPITAL MAINTENANCE PROGRAM This section presents the recommended CMP based on the evaluations conducted as part of the WSMP, as well as input from City staff. Capital maintenance projects are projects that renew the life of existing assets, but do not improve the level of service or add capacity. This section includes a brief description of each recommended capital maintenance project followed by the recommended CMP. 6.4.1 Recommended Projects Recommended projects to address existing storage and pump stations were identified in the system analysis in Chapter 4. City staff identified additional projects to address ongoing maintenance investments, which are included herein. Projects are designated as: M — Management, S —Storage, PS — Pump Station, P— Pipelines, and O— Other. Note, all project numbers include an "M" prior to the number(e.g., Project SM 1)to identify the project as being from the CMP, rather than the CIP. 6.4.1.1 Management MM1 —Asset Management Program. To better prioritize management of existing system infrastructure, completion of an asset management program is recommended. The asset management program may entail further inventory development and valuation of City water assets for improved capital maintenance program planning. A risk analysis conducted on the distribution system would be beneficial for identifying high-risk pipelines suitable for performance-and condition-based monitoring, and for further development of a pipeline renewal and replacement program. The program should refine future renewal timing and costs, and various financial scenarios used to compare long-term reinvestment needs under different assumptions. The activities should fit within an overall asset management framework to align with City mission and level of service goals. The project will serve as a pilot for other departments within Public Works and as a stepping stone for establishing a strategic asset management plan across the organization. 6.4.1.2 Storage SM1 — Reservoir Seismic and Condition Assessment. It is recommended that the City perform a condition assessment and seismic evaluation of all of its reservoirs (with the exception of the new Reservoir 16) in order to prioritize renewal and replacement needs. With ample system storage, in particular in the 410 Zone, the City would be able to take reservoirs in poor condition out of service without replacing their capacity. It is recommended that this study be completed prior to the City's next Water System Master Plan, such that existing condition and required improvements can be taken into consideration in the plan. A budget of$100,000 has been included for the study. This amount should be sufficient to complete an evaluation of the City's reservoirs, but will not include design or implementation of the required improvements. CAROLLO ENGINEERS 6-9 Final— May 10 pw:l/CarollolDocumenWClienVOR/rigard/8287A00/DeliverablesrrM6lChapter_6 docx CmoP TIGARD CAPITAL IMPRovEMENTAND MAIN7ENANCE PLANS 6.4.1.3 Pump Stations PSM1 — Pump Station 8. Pump Station 8 is recommended for renewal or replacement to ensure continued reliability and to complete the phasing out of the older "canned" style of pump station. The included budget is based on in-kind capacity replacement of the five existing 800-gpm pumps; the cost estimate is presented in Appendix D. Design of the pump station may identify an alternate configuration that would improve service to the 830 Zone and/or reduce costs. For example, it may be possible to use larger pumps, potentially with variable frequency drives (VFDs). Timing of this project should be re-evaluated as part of the next Water System Master Plan. This project does not need to be completed immediately, and has been scheduled in the CMP after all JWS-related improvements are complete. 6.4.1.4 Pipelines PM1 —Annual Pipeline Replacement Allocation. The purpose of the annual pipeline replacement allocation is to replace existing pipelines due to poor condition, as needed. City staff have allocated $70,000 per year for pipe repair and replacement (non-CIP projects). With the completion of an asset management program (Project MM1), the City may have a better strategy for prioritizing pipe projects and may refine this annual allocation accordingly. 6.4.1.5 Other Projects OM1 —Annual Meter Replacement Allocation. The purpose of this annual allocation is to fund the City's ongoing meter replacement program. City staff have allocated approximately $125,000 per year for meter replacement. With the completion of Project MM1, the City may have a better strategy for prioritizing meter replacements and may refine this annual allocation accordingly. OM2 —Annual Hydrant Replacement Allocation. The purpose of this annual allocation is to fund the City's ongoing hydrant replacement program. City staff have allocated $120,000 per year for hydrant replacement. With the completion of Project MM1, the City may a better strategy for prioritizing hydrant replacements and may refine this annual allocation accordingly. 6.4.2 Recommended CMP The recommended 20-year CMP is summarized in Table 6.3. Beyond the next five years, the implementation timing for the recommended CMP projects was developed in five-year increments. The storage and pipeline projects were scheduled in the CMP as noted above. All other projects are annual allocations and no prioritization was necessary. Individual cost estimates and schedules are included in Appendix E— CMP Detail Sheets. CAROLLO ENGINEERS 6-10 Final—May 10 pw:,','Camilo/Documents)Client/OR/Tigard/8287AONDeliverables/TM6/Chapter_6.dmx CL OF nCAN0 CAPITAL INPMO MFNTAND MAINrFNANCE PUNS Table 6.3 Recommended Capital Maintenance Program Capital Maintenance Projects Cost Year FY 2011 FY 2012 FY 2013 FY 2014 FY 2015 FY 2016 FY 2017- FY 2021- FY 2027- 2021 2026 2031 MANAGEMENT _ MMI Asset Management Program $100,000 2014 $100,000 RESERVOIR MAINTENANCE RM1 Reservoir Seismic and Condition $100,000 2015 - - - $100,000 - - - Assessment PUMP STATION MAINTENANCE T PSMI Replacement/Upgrade of PS 8 Design $210,000 - - - - - - $210,000 - Construction $1,900,000 - - - - - - $1,900,000 - - PIPELINE MAINTENANCE PM1 General Pipe Replacement $70,000 Annual $70,000 $70,000 $70 000 $70,000 $70,000 $70,000 $350,000 $350,000 $350,000 OTHER MAINTENANCE OM1 Meter Replacement $125,000 Annual $125,000 $125,000 $125,000 $125,000 $125,000 $125000 $625,000(') $625,0001'1 $625,00011 OM2 Hydrant Replacement $120,000 Annual $120,000 $120,000 $120,000 $120,000 $120,000 $120,000 $600,000111 $600,000121 $600,00011 TOTAL COSTS $2,055,000 $315,000 $315,000 $315,000 $415,000 $415,000 $315,000 $3,115,000 $1,575,000 $1,575,000 Notes: 1. $125,000 for five years=$625,000. 2. $120,000 for five years=$600.000. CANOLLO ENGINL'PNS 6-11 Final-May 10 W:.CaralbNrcunmdq'eApR?i6a,�B]PWrDefgvAlx/fMEI:�RW BMv CITY OF TIGARD CAPITAL IMPROVEMENTAND MAINTENANCE PLANS 6.5 OTHER RECOMMENDATIONS The purpose of this section is to summarize recommended system improvements and changes that are not included above in either the CIP or CMP. These recommendations include facilities that can be taken out of service. Table 6.4 presents a summary of these recommendations. Table 6.4 Other Recommendations Recommendation Notes Pursue short-and medium-term Required to meet immediate supply shortage prior to completion of supply agreements with Lake ASR Well 3, as well as to provide additional supply through 2016 if Oswego, TVWD, and/or the ASR Well 4 is not implemented. JWC. Include ability to back-fill to Required to allow flows from ASR Well 3 to serve the 410 Zone. Reservoir 10 in Pump Station 10 design. Remove Pump Station 12 from This pump station will no longer be needed with the new Pump service once the new Pump Station 10 in place and is in poor condition. Station 10 is complete. Remove Pump Station 2 from This pump station will no longer be needed under normal service once the JWS operations once the new Pump Station 10 in place, but should be infrastructure is complete. maintained for emergencies until the new booster pump station associated with the JWS(Project PS2)is operation. Remove Pump Station 11 from This pump station does not have any clear function within the service. current configuration of the City's system and is no longer needed. Remove Pump Station 1 from The planned connection of the 530 Zone to the 550G Zone will service once Project P1 is allow the area currently served by Pump Station 1 to be served by complete. Reservoir 16 and the new Pump Station 10. This pump station will no longer be required and is reported to be in poor condition. Consider removing the following Upon completion of Project P1, these PRVs will no longer be PRVs from service: 55013-1, needed to serve the old 550F and 550G Zones. City staff will 550G-2, and 550F-1. determine whether to leave these PRVs in to provide system redundancy, or to take them out of service. Remove PRV 410-2 (Tiedeman Following implementation of the JWS, this PRV will no longer be PRV)from service. needed to convey Portland supply to the 410 Zone under normal operations. However, the City may wish to maintain this PRV to distribute supply from Portland during emergencies. Convert the Portland supply Once the JWS is on-line, the Portland transmission line will no transmission line into a longer be needed. It is recommended that this line be integrated distribution line in the 410 Zone. into the 410 Zone by opening existing valves. However, this line should be maintained free of service connections, such that it could be converted back to a transmission line for the Portland supply in an emergency. CAROLLO ENGINEERS 6-12 Final—May 10 pw://Carollo/Dmuments�ClienW Wrigardlffi87A00/Deliverables/TM6/Chapter_6.do= CITYDF TIGARD WATER SYSTEM MASTER PLAN Appendix A HOUSEHOLD AND POPULATION DATA Area of Overlap of TAZ blocks with Pressure Zones (acres) TAZ 410 Total 530 Total 550A Total 5506 Total 550C Total 550D Total 550E Total 550F Total 550G Total 550H Total 640 Total 713 Total 830 Total 962 66.47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 963 80.37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 964 294.93 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 965 156.77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 966 315.18 0.00 0.00 0.00 31.88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 967 1.87 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 968 0.16 0.00 0.00 1.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 969 103.08 0.00 0.00 15.55 160.59 0.00 0.00 0.00 0.00 0.00 0.00 101.90 0.00 970 0.00 0.00 0.00 134.46 3.49 0.00 0.00 0.00 0.00 0.00 0.00 170.90 11.95 971 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.06 0.03 0.00 259.70 259.78 972 15.55 0.00 0.00 0.00 0.00 0.00 3.70 7.23 4.65 0.00 35.13 222.89 1.07 973 101.68 0.00 0.00 0.00 0.00 10.11 56.72 0.00 0.00 0.00 5.97 22.12 0.00 974 240.60 0.00 0.00 0.00 21.51 26.59 17.65 0.00 0.00 0.00 0.00 35.32 0.00 975 323.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 976 170.77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 977 227.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 978 246.88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 979 129.88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 980 51.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 981 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 982 107.44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 983 357.73 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 984 211.85 113.39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 985 163.49 81.10 0.00 0.00 0.00 0.00 0.00 0.13 0.00 0.00 0.00 0.00 0.00 986 500.95 48.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 987 527.47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 988 164.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 990 15.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 991 3.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 994 174.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 995 220.42 0.00 0.00 0.00 0.00 0.00 0.00 31.47 0.69 0.00 0.00 0.23 0.00 996 13.77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 67.93 0.00 0.00 16.67 0.00 997 40.55 0.00 97.15 0.00 0.00 0.00 0.00 0.00 16.11 16.81 0.00 63.13 0.00 998 13.67 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 999 0.00 0.00 0.34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.33 0.00 1047 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1050 0.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1051 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 pw:\\Client\OR\Tigard\8287A00\Deliverables\TM 2\Tigard Population summary.xls Number of Households per Pressure Zone per TAZ Block TAZ 410 530 550A 5506 550C 550D 550E 550F 550G 550H 640 713 830 410-Durham 410-KingCity_ 410-TVWD 962 279 963 27 964 965 __ 737 966 1623 164 _ - 967 9 _ 968, 0 0 969 301 45 468 297' 970 2075 ' 264 181 ! 971 01 0 499 499 972' 230 5 11 71 51. 326 _ - _ 1 _ 254 25 142 15 55 9731 _ 974 542 48_ 60 40 _ 801 _ 975. 816 -- 976 1_98 -- -- 977', 796, - 978 890 979 25 980 39 25 981 _ 982 140 983, 1079 984. 501 268 985�706 350 986i2K5-1-225 987 8441 1 988 0 0 0 989 9901 30 52 9911 4 _ �_ �_ 290• 992 9931 994'. _ 778 _ — — 9951 1074 - -- - 153 3 1 1420 996'' 14 71 1 171 0 997; 98 0 234 39 401 152 1 9981 141 163 999 0 0 0 1000 o _ —. — 1050 3E+00 10511 9E-05 1052 Totel 15136 844 234 253 686 85 187 164 120 40 66 1691 519 343 1585 125 Note: The total number of Households in the 410 Zone includes the 410 Households plus the Durham,King City,and TVWD households within the 410 Zone. pw:\\Client\OR\Tigard\8287A00\Deliverables\TM 2\Tigard Demands.xls\No.HH Overlap Summary of No. of Households and Population by Pressure Zone Households Population(') Pressure Area 2005 2035 2005 2035 Zone Pressure Sub-Zone (Acres) Households Households Persons Persons 410 5,043 15,136 18,972 37,537 47,051 Durham 263 343 483 851 1,198 King City 455 1,585 2,068 3,930 5,129 TVWD 270 125 169 310 419 410 Tigard Urban Renewal 1 168 119 0 296 District- Overlay Washington Sq 87 62 0 153 Re iog nal Center_ _ 410 Total 6,031 17,189 21,873 42,628 1 54,246 530 530 243 844 1,019 2,092 2,528 530 Total 243 844 1,019 2,092 2,528 550A 97 234 359 580 890 550B 151 253 504 627 1,250 550C j 217 686 902 1,702 2,237 550D 37 j 85 127 211 314 550 550E 78 187 261 464 646 550F39 164 201 408 500 5506 89 120 408 297 1,013 550H 17 40 62 100 154 -- - - - 640 41 66 107 165 266 550 Total 767 1,837 2,931 4,555 7,269 713 ------- 713 { 893 1,6912,703 4,194 6,703 713 Total 893 1,691 2,703 4,194 6,703 830 --__ 830 273 519 732 1,287 1,816 830 Total 273 519 732 1,287 1,816 West Bull West Bull Mountain 716 0 4,167 0 10,334 Mountain Water Water Service Area 8,924 22,079 33,426 54,757 82,897 Service Area Total Note: (1) Population is based on 2.48 persons per household pw:\\Client\OR\Tigard\8287A00\Deliverables\TM 2\Tigard Population Summary.xls\Summary Population Projections for 5-Year Increments by Pressure Zone Pressure Zone Year 2005 2010 2015 2020 2025 2030 2035 410 9,123 IT 67 1,025 1,082 45,466 : 41,051 Dur- Kingham 851 909 1 City 33,930 1 _7,537 1 34,0 44,330 44,530 44,0730 4,929 T 1,198 _ 5,129 - - - --- fT- - - TVWD 310 328 346 364 382 401 i 419 Tigard Urban Renewal District- Overlay __ - 49 99 148 197 ; 2 47 � 296_ Washington Sq Regional T i Center-Overlay - 26 51 77 102 128 153 410 Total 42,628 1 44,565 46,501 48,437 50,374 52,310 54,246 530 2,093 2,165 2,238 2,310 2,382 2,455 2,527 530 Total 2,093 2,165 2,238 2,3102,382 2,455 2,527 550A 580 632 683 735 787 838 890 550B 627 731 835 939 1,043 1,146 1,250 --- 8 - - - _... + � --- _2,237 550C 1,702 1791 1,880 1,969 2058 2148 550D _ 211 228 246 . 263 280 I 297 314 550E __ 464 494 525 555 585 t 616 646 408 423 438 454 469_; 484 500 550H 100 109 _ _ -- 533655_ _ 774 �_ _ 893 1,013 -- - - 640 165 1821 118 127 136 I 145 154 SSOF - - -- 199 215 232 249 - 266 550 Total 4,555 5,007 5,459 5,912 ! 6,364 6,817 7,269 713 4,194 4,612 5,030 5,449 5,867 6,285 6,703 713 Total 4,194 4,612 5,030 5,449 5,867 6,285 6,703 830 1,287 1,375 1,463 1,551 1,639 1,727 1,815 830 Total 1,287 1,375 1,463 1,551 1,639 1,727 !, 1,815 Subtotal Water Service _ Area 54,757 57,724 60,692 63,659 66,626 69,594 72,561 West Bull Mountain --Study Area - 2,584 5,167 7,751 10,334 TOTAL 54,757 57,724 j 60,692 66,243 71,794 77,345 82,896 Downtown Development (Wash Sq & Urban Renewal) - 75 150 224 299 374 449 WSA Excluding Downtown Development 54,757 • 57,649 60,542 63,435 66,327 69,220 72,112 pw:\\Client\OR\Tigard\8287A00\Deliverables\TM 2\Tigard Population Summary.As\Summary by Year Downtown Development Areas Additional Households and Population Area (sf) Area (acre) Tigard Triangle District 20,448,800 469 Tigard Urban Renewal District 8,327,745. 191 Washington Square Regional Center 32,616,135 749 1,409 2010 2030 No. of Density No. of Density Area ac Households (HH/Ac) Households (HH/Ac) Downtown Development Area 1,409 01 10001 0.71 2010 2030 Area of Overlap No. of No. of with 410 Zone Density Households Density Households in acres (HH/Ac) in 410 Zone HH/Ac) 410 Zone Tigard Triangle District 0 - - 0.71 - Ti and Urban Renewal District 168 - 0.71 119 Washington Sq Regional Center 87 - - 0.71 62 Total Development within WSA 255 - 181 pw:\\Client\OR\Tigard\8287A00\Deliverables\TM 2\Tigard Population Summary.xls\Overlay Density CITY OF TIGARD WATER SYSTEM MASTER PLAN Appendix B JWS DELIVERY ALTERNATIVES COST ESTIMATE CITY OF TIGARD 1/28/2010 WATER MASTER PLAN JOINT WATER SUPPLY DELIVERY ALTERNATIVES COST ESTIMATE Year that Lake Oswego Supply is Online: 2016' Cost Estimate Assumptions Notes: 1 All costs are in 2010 dollars 2 Engineering News Report(ENR) U.S. 20-City Construction Cost Index for January 2010 is 8,660 3 Cost Estimates do not include Costs for land acquisition, easements or ROW acquisition 4 Cost per foot of pipe before contingencies are added. Pipeline Size Cost per LF l4) 20-inch $ 201.00 Other Costs Generator Set $ 250.00 per kW-hr Building $ 300.00 per SF Bridge Crane $ 125,000.00 EA Adjustment Factors Contingency 30% % General Conditions 10% % General Contractor Overhead 15% % Engineering/Legal/Admin 20% Level Four Cost Estimate Disclaimer: The cost estimate herein is based on our perception of current conditions at the project location. This estimate reflects our professional opinion of accurate costs at this time and is subject to change as the project design matures. Carollo Engineers have no control over variances in the cost of labor, materials, equipment; nor services provided by others, contractor's means and methods of executing the work or of determining prices, competitive bidding or market conditions, practices or bidding strategies. Carollo Engineers cannot and does not warrant or guarantee that proposals, bids or actual construction costs will not vary form the costs presented as shown. JWS Alternatives Cost Summary.xlsx Assumptions CITY OF TIGARD WATER MASTER PLAN JOINT WATER SUPPLY DELIVERY ALTERNATIVES ALTERNATIVE 1 Project Name Alternative 1 Pump Station 5 Replacement Description Pump Station 5 Replacement:Boost to 410 Zone and Boost to Reservoir 10 Assumptions 410 Zone Reservoir 10 Head: 205 290 feet Building Size: 2,625 SF Flow. 5850 5850 gpm Generator: 375 kW Pump Horsepo"r: 150 200 HP Number of Pumps: 3 3(@1,950 each) Project Cost General Contractor Engineering/ Total Capital IF Contingency General Conditions Project Element Qu Units Unit Cost Cost Overhead Le all ACost 30% subtotal 10% subtotal 15% subtotal 20%dmin Site Work 1 LS $ 102,000 $ 102,000 Structure 2,625 SF $ 300 $ 788,000 Pump&Motor 6 EA $ 79,500 $ 477,000 Bridge Crane 1 EA $ 125,000 $ 125,000 Generator System 375 kW $ 250 $ 94,000 Electrical 1 LS $ 205,000 $ 205,000 $ 1,791,000 $ 537,300 $2,328,300 $232,830 $2,561,130 $384,170 $2,945,300 $ 589,060 $3,534,000 Notes: (1)Assuming full replacement of Pump Station.Existing pump station has a firm capacity of 3,510 gpm. JWS Alternatives Cost Summary.xlsx Alt 1 -PS5 CITY OF TIGARD WATER MASTER PLAN JOINT WATER SUPPLY DELIVERY ALTERNATIVES ALTERNATIVE 1 Project Name Designated Transmission Line Description Pipeline Connecting Pump Station 5 to Reservoir 10 Assumptions 20-inch diameter line. Project Cost Contingency General Conditions General Contractor Engineering/ Total Capital Project Element Ouanti : Units Unit Cost Cost _ Overhead Le al/Admin Cost 30% subtotal 10% subtotal 15% subtotal 20% 20-inch Pipeline 12,600 LF $ 201 $ 2,532,600 $ 2,532,600 1 $ 759,7801 $ 3,292,380 1 $329,238 1 $ 3,621,618 1 $ 543,243 1 $4,164,861 $ 832,972 1 $4,998,000 Notes: JWS Alternatives Cost Summary.xlsx All 1-Transmission Line CITY OF TIGARD WATER MASTER PLAN JOINT WATER SUPPLY DELIVERY ALTERNATIVES ALTERNATIVE 2 Project Name Alternative 2 Pump Station 5 Replacement Description Pump Station 5 Replacement:Boost to 410 Zone Assumptions Head: 205 feet Building Size: 2,625 SF Supply Agreement Capacity 14.0 mgd Generator: 350 kW 9,722 gpm Pump Station Required Capacity: 9,722 gpm Pump Horsepower: 150 HP Number of Pumps: 6 (@1,950 each) Project Cost Contingency General Conditions General Contractor Engineering/ Total Capital Project Element Quantity Units Unit Cost Cost Overhead Le al/Admin Cost AMEMENEEMENE 30% subtotal 10% subtotal 15% subtotal 20% Site Work 1 LS $ 95,000 $ 95,000 Structure 2,625 SF $ 300 $ 788,000 Pump&Motor 6 EA $ 72,000 $ 432,000 Bridge Crane 1 EA $ 125,000 $ 125,000 Generator System 350 kW $ 250 $ 88,000 Electrical 1 1 LS $ 195,000 $ 195,000 $ 1,723,000 $ 516,900 $2,239,900t$2,23,990 $2,463,890 $369,584 $2,833,474 $ 566,695 $3,400,000 Notes: (1)Assuming full replacement of Pump Station.Existing pump station has afire Capacityof 3,510 gpm. JWS Alternatives Cost Summary.xlsx Alt -PS5 CITY OF TIGARD WATER MASTER PLAN JOINT WATER SUPPLY DELIVERY ALTERNATIVES ALTERNATIVE 2 Project Name New Booster Pump Station Description New Booster Pump Station from 410 Zone to Reservoir 10. Required Capacity Head: 70 feet Building Size: 1,400 SF Flow: 5850.0 mgd Generator: 50 kW 5,850 gpm Pump Station Required Capacity: 5,850 gpm Pump Horsepower: 50 HP Number of Pumps: 3 (@1,950 each) Project Cost Contingency General Conditions General Contractor Engineering) Total Capital Project Element Quantity Units Unit Cost Cost Overhead Legal/Admin Cost 30% 1subtota110% subtotal 15% subtotal 20% Siting Study 1 LS $ 50,000 $ 50,000 Site Work 1 LS $ 65,000 $ 65,000 $ 50,000 Structure 1,400 SF $ 300 $ 420,000 Pump&Motor 3 EA $ 46,500 $ 140,000 Bridge Crane 1 EA $ 125,000 $ 125,000 Generator System 50 kW $ 250 $ 13,000 Electrical 1 LS $ 98,000 $ 98,000$ 861,000 $ 258,300 $1,231,230 $164,685 $1,415,915 $ 283,183 1 $1,699,000 JWS Alternatives Cost Summary.xlsx AO 2-New PS CITY OF TIGARD WATER MASTER PLAN JOINT WATER SUPPLY DELIVERY ALTERNATIVES ALTERNATIVES COST COMPARISON Alternative 1 Alternative 2 Pump Station 5 $ 3,500,000 $ 3,400,000 Transmission Line $ 5,000,000 $ - New Booster Pump Station $ - $ 1,700,000 $ 8,500,000 $ 5,100,000 JWS Alternatives Cost Summary.xlsx Summary CITYDF TZGARD WATER SYSTEM MASTER PLAN Appendix C UNIT PIPELINE COST ESTIMATES PIPE COST SUMMARY Project: Tigard Water Master Plan Job#: 8287A.00 Location: Tigard,Oregon DEVELOPED DUCTILE IRON PIPE COSTS Owner's Contractor Total Engineering, Reserve for Total Pipe Cost System General OH&P and Bid Market Construction Legal and Admin. Change Project Diameter in Per/LF AppurtanceS Contingency Conditions Risk Escalation Sales Tax Allowance Cost/LF Fees Orders Cost/LF 0% 30% 10% 15% 0% 0% 0% 20% 0% 6 $120 $120 $156 $171 $197 $197 $197 $197 $197 $39 $0 $236 8 $127 $127 $165 $182 $209 $209 $209 $209 $209 $42 $0 $251 10 $137 $137 $178 $196 $225 $225 $225 $225 $225 $45 $0 $270 12 $146 $146 $189 $208 $240 $240 $240 $240 $240 $48 $0 $287 16 $176 $176 $228 $251 $289 $289 $289 $289 1 289 $58 $0 $346 18 $188 $188 $244 $268 $309 $309 $309 $309 $309 $62 $0 $370 20 $201 $201 $262 1 $288 1 $331 1 $331 1 $331 1 $331 $331 $66 $0 $398 24 $232 $232 $301 $331 $381 $381 1 $381 1 $381 $381 $76 $0 $457 CIP_Pipe_Cost_Estimate.xls Total 1/28/2010 _w--a.-w,,.x,.,.,.. DETAILED COST ESTIMATE Project: Tigard Water Master Plan Job#: 8287A.00 Date : October 26,2009 Location: Tigard,Oregon By : R. Lanigan Element: 01 6" DIP Reviewed: T. Downen SPEC.NO. DESCRIPTION QUANTITY UNIT UNIT COST SUBTOTAL TOTAL Division 02-Site Construction Tractor/Backhoe,30"Bucket Class B (Medium Digging),0-5' 02300 D 0.72 CY $10.97 $8 02220 REMOVE 4"-6"ASPHALT PAVEMENT 5.00 SF $:58 $3 4"PAVEMENT REPLACEMENT ON 4"ABC OVER 02742 TRENCH 5.00 SF $5.82 $29 02300 10 CY Dump Truck,20 Miles/Round Trip 0.72 CY $14.61 $11 Pipe Bed&Zone/Confined Structure Backfill, Class B 02300 Material 0.16 CY $81.88 $13 02220 12"CONCRETE PIPE REM FROM A TRENCH 1.00 LF $.77 $1 02220 ASPHALT PAVEMENT CUTTING 8.00 inFT $.76 $6 02260 Trench Bracing,TW X 5'D Alum. Hyd. Shores 1.00 LF $4.04 $4 Imported Trench Backfill/Unconfined Struct. BF, Class B 02300 Material 0.56 CY $39.74 $22 Total $97 Division 15.Mechanical 15251 6"CL52 CLDI PUSH-ON JT PIPE IN OPEN TRENCH 1.00 LF $23.02 $23 Total $23 Grand Total $120 Pipe_Cost_Estimatexa 01 6'DIP DETAILED COST ESTIMATE Project: Tigard Water Master Plan Job#: 8287A.00 Date : October 26, 2009 Location: Tigard, Oregon By : R. Lanigan Element: 02 8" DIP Reviewed: T. Downen SPEC. NO. DESCRIPTION QUANTITY UNIT UNIT COST SUBTOTAL TOTAL Division 02-Site Construction Tractor/Backhoe,30"Bucket Class 8 (Medium Digging),0-5' 02300 D 0.74 CY $10.97 $8 02220 REMOVE 4"-6"ASPHALT PAVEMENT 5.00 SF $.58 $3 4"PAVEMENT REPLACEMENT ON 4"ABC OVER 02742 TRENCH 5.00 SF $5.82 $29 02300 10 CY Dump Truck,20 Miles/Round Trip 0.74 CY $14.61 $11 Pipe Bed&Zone/Confined Structure Backfill,Class B 02300 Material 0.17 CY $81.88 $14 02220 12"CONCRETE PIPE REM FROM A TRENCH 1.00 LF $.77 $1 02220 ASPHALT PAVEMENT CUTTING 8.00 inFT $.76 $6 02260 Trench Bracing, TW X 10' D Alum. Hyd. Shores 1.00 LF $4.54 $5 Imported Trench Backfill/Unconfined Struct. BF,Class B 02300 Material 0.56 CY $39.74 $22 Total $98 Division 15-Mechanical 15251 8"CL52 CLDI PUSH-ON JT PIPE IN OPEN TRENCH 1.00 LF $28.71 $29 Total $29 Grand Total $127 Pipe_Cosl_Eslimate.xls-028'DIP DETAILED COST ESTIMATE Project: Tigard Water Master Plan Job#: 8287A.00 Date : October 26, 2009 Location: Tigard, Oregon By : R. Lanigan Element: 09 10" DIP Reviewed: T. Downen SPEC. NO. DESCRIPTION QUANTITY UNIT UNIT COST SUBTOTAL TOTAL Division 02-Site Construction Tractor/Backhoe,30" Bucket Class B(Medium Digging),0-5' 02300 D 0.76 CY $10.97 $8 02220 REMOVE 4"-6"ASPHALT PAVEMENT 5.00 SF $.58 $3 4"PAVEMENT REPLACEMENT ON 4"ABC OVER 02742 TRENCH 5.00 SF $5.82 $29 02300 10 CY Dump Truck,20 Miles/Round Trip 0.76 CY $14.61 $11 Pipe Bed&Zone/Confined Structure Backfill, Class B 02300 Material 0.18 CY $81.88 $15 02220 12"CONCRETE PIPE REM FROM A TRENCH 1.00 LF $.77 $1 02220 ASPHALT PAVEMENT CUTTING 8.00 in FT $.76 $6 02260 Trench Bracing,TW X 10'D Alum. Hyd.Shores 1.00 LF $4.54 $5 Imported Trench Backfill/Unconfined Struct.BF, Class B 02300 Material 0.56 CY $39.74 $22 Total $100 Division 15-Mechanical 15251 10"CL52 CLDI PUSH-ON JT PIPE IN OPEN TRENCH 1.00 LF $37.14 $37 Total $37 Grand Total $137 Pipe_Got_Ekmat".A.4910"DIP DETAILED COST ESTIMATE Project: Tigard Water Master Plan Job#: 8287A.00 Date : October 26, 2009 Location: Tigard, Oregon By : R. Lanigan Element: 03 12" DIP Reviewed: T. Downen SPEC. NO. DESCRIPTION QUANTITY UNIT UNIT COST SUBTOTAL TOTAL Division 02-Site Construction Tractor/Backhoe,30"Bucket Class B (Medium Digging),0-5' 02300 D 0.78 CY $10.97 $9 02220 REMOVE 4"-6"ASPHALT PAVEMENT 5.00 SF $.58 $3 4"PAVEMENT REPLACEMENT ON 4"ABC OVER 02742 TRENCH 5.00 SF $5.82 $29 02300 10 CY Dump Truck,20 Miles/Round Trip 0.78 CY $14.61 $11 Pipe Bed&Zone/Confined Structure Backfill, Class B 02300 Material 0.19 CY $81.88 $16 02220 12"CONCRETE PIPE REM FROM A TRENCH 1.00 LF $.77 $1 02220 ASPHALT PAVEMENT CUTTING 8.00 inFT $.76 $6 02260 Trench Bracing,3'W X 10'D Alum. Hyd. Shores 1.00 LF $4.54 $5 Imported Trench Backfill/Unconfined Struct. BF, Class B 02300 Material 0.56 CY $39.74 $22 Total $101 Division 15-Mechanical 15251 12"CL52 CLDI PUSH-ON JT PIPE IN OPEN TRENCH 1.00 LF $44.50 $44 Total $44 Grand Total $146 Pi,Can ESOmate..I-0312'DIP DETAILED COST ESTIMATE Project: Tigard Water Master Plan Job#: 8287A.00 Date : October 26, 2009 Location: Tigard, Oregon By : R. Lanigan Element: 07 16" DIP Reviewed: T. Downen SPEC. NO. DESCRIPTION QUANTITY UNIT UNIT COST SUBTOTAL TOTAL Division 02-Site Construction Tractor/Backhoe, 30"Bucket Class B(Medium Digging), 0-5' 02300 D 0.91 CY $10.97 $10 02220 REMOVE 4"-6"ASPHALT PAVEMENT 5.33 SF $.58 $3 4"PAVEMENT REPLACEMENT ON 4"ABC OVER 02742 TRENCH 5.33 SF $5.82 $31 02300 10 CY Dump Truck,20 Miles/Round Trip 0.91 CY $14.61 $13 Pipe Bed&Zone/Confined Structure Backfill, Class B 02300 Material 0.24 CY $81.88 $20 02220 18"CONCRETE PIPE REM FROM A TRENCH 1.00 LF $.88 $1 02220 ASPHALT PAVEMENT CUTTING 8.00 inFT $.76 $6 02260 Trench Bracing,TW X 110'D Alum.Hyd.Shores 1.00 LF $4.54 $5 Imported Trench Backfill/Unconfined Struct. BF,Class B 02300 Material 0.62 CY $39.74 $25 Total $113 Division 15-Mechanical 15251 16"CL52 CLDI PUSH-ON JT PIPE IN OPEN TRENCH 1.00 LF $62.31 $62 Total $62 Grand Total $175 Pipe_Cost Es6matemis-0716'DIP C Ca"s" DETAILED COST ESTIMATE Project: Tigard Water Master Plan Job#: 8287A.00 Date : October 26, 2009 Location: Tigard, Oregon By : R. Lanigan Element: 12 20" DIP Reviewed: T. Downen SPEC. NO. DESCRIPTION QUANTITY UNIT UNIT COST SUBTOTAL TOTAL Division 1 -Site Work Tractor/Backhoe,30"Bucket Class B(Medium Digging), 0-5' 02300 D 1.04 CY $10.97 $11 02220 REMOVE 4"-6"ASPHALT PAVEMENT 5.67 SF $.58 $3 4"PAVEMENT REPLACEMENT ON 4"ABC OVER 02742 TRENCH 5.67 SF $5.82 $33 02300 10 CY Dump Truck,20 Miles/Round Trip 1.04 CY $14.61 $15 Imported Pipe Bed&Zone/Confined Structure Backfill, 02300 Class B Material 0.28 CY $81.88 $23 Imported Trench Backfill/Unconfined Struct. BF,Class B 02300 Material 0.68 CY $39.74 $27 02220 ASPHALT PAVEMENT CUTTING 7.92 inFT $.76 $6 02260 Trench Bracing,3'W X 10'D Alum. Hyd.Shores 1.00 LF $4.54 $5 $123 Division 15-Mechanical 15251 20"CL52 CLDI PUSH-ON JT PIPE IN OPEN TRENCH 1.00 LF $78.03 $78 $78 Total $201 PIPe_Cost_Eslimate.xls42 20'DIP CITY OF TMARD WATER SYSTEM MASTER PLAN Appendix D CAPITAL IMPROVEMENT PLAN DETAIL SHEETS CITY OF TIGARD 1/28/2010 WATER MASTER PLAN CAPITAL IMPROVEMENTS PROGRAM CIP INPUT General Assumptions Year that Lake Oswego Supply is Online: 1 2016 Cost Estimate Assumptions Notes: 1 All costs are in 2010 dollars 2 Engineering News Report (ENR) U.S. 20-City Construction Cost Index for January 2010 is 8,660 3 Cost Estimates do not include Costs for land acquisition, easements or ROW acquisition 4 Cost per foot of pipe before contingencies are added. Pipeline Size Cost per LIF 14) 8-inch $ 127.00 10-inch $ 137.00 12-inch $ 146.00 16-inch $ 176.00 Other Costs Generator Set $ 250.00 per kW-hr Building $ 300.00 per SF Bridge Crane $ 125,000.00 EA Adjustment Factors Contingency 30% % General Conditions 10% % General Contractor Overhead 15% % Engineering/Legal/Admin 20% % Level Four Cost Estimate Disclaimer: The cost estimate herein is based on our perception of current conditions at the project location. This estimate reflects our professional opinion of accurate costs at this time and is subject to change as the project design matures. Carollo Engineers have no control over variances in the cost of labor, materials, equipment; nor services provided by others,contractor's means and methods of executing the work or of determining prices, competitive bidding or market conditions, practices or bidding strategies. Carollo Engineers cannot and does not warrant or guarantee that proposals, bids or actual construction costs will not vary form the costs presented as shown. Tigard CIP V2.xlsx Assumptions CITY OF TIGARD WATER MASTER PLAN CAPITAL IMPROVEMENTS PROGRAM Project Number W1 Description ASR Well 3-Equip Project Timing Required for immediate supply Year: 2011 Project Cost Construction Cost provided by City($2.2M) General Contractor Engineering/ Total Capital Yearof Contingency General Conditions Project Element Quantity Units Unit Cost Cost Overhead le aI/Admin Cost Improvement 30% subtotal 10% subtotal 15% subtotal 20% E ui in Well 1 EA $2,200,000 $2,200,000 Design(101/6):1 $ 220,000 1 2010 Construction:1 $1,900,000 1 2011 npam CIP V2.4sx W t CITY OF TIGARD WATER MASTER PLAN CAPITAL IMPROVEMENTS PROGRAM Project Number W2 Description ASR Well -Drill&Equip Project Timing Required for supply Siting Study Year: 2011 Construction Year:1 2013 Project Cost Contingency General Conditions General Contractor I Engineering/ Total Capital Year of P 01ad Te art Quantity Units Unit Cost CostAll I Overhead I Legal/Adir Cost Improvement 30% subtotal 0% subtotal 0% subtotal 30% Siting Study 1 EA $ 30,000 $ 30,000 $ 30,000 2011 Drilling 1 EA $ 650,000 $ 650,000 —Equipping Well 1 EA $1,110,000 $1,110,000 $1,760,000 $528,000 $2,288,000 $ - $2,288,000 $ - $2,288,000 $ 686,400 $2,974,400 Notes: Costs for drilling&equipping well were provided by City staff. Design 25% $ 743,600 2012 Design percentage as recommended by City's hydrogeologist of record Construction Year 1 50% I $1,115,400 I 2012 Construction Year 1 50% 1 $1,115,400 1 2013 Tigard UP V2.xlsx W2 CITY OF TIGARD WATER MASTER PLAN CAPITAL IMPROVEMENTS PROGRAM Project Number PSI Description Pump Station 5 Replacement(Bonita Pump Station)for delivering Lake Oswego supply to Tigard. Project Timing Concurrent with Lake Oswego Supply coming online. Year: 2016 Assumptions Head: 205 feet Building Size: 2,625 SF Supply Agreement Capacity 14.0 mgd Generator: 350 kW 9,722 gpm Pump Station Required Capacity: 9,722 gpm Pump Horsepower: 150 HP Number of Pumps: 6 Project Cost General Contractor Engineering/ Contingency General Conditions Total Capital Year of Project Element Quantity Units Unit Cost Cost Overhead Le at Cost Improvement 30% subtotal 10% subtotal 15% subtotal 20% Site Work 1 LS $ 95,000 $ 95,000 Structure 2,625 SF $ 300 $ 788,000 Pump&Motor 6 EA $ 72,000 $ 432,000 Bridge Crane 1 EA $ 125,000 $ 125,000 Generator System 350 kW $ 250 $ 88,000 Electrical i LS $ 195,000 $ 195,000 $ 1,723,000 $ 516,900 $2,239,900 $223,990 $2,463,890 $369,584 $2,833,474 1 $ 566,695 $3,400,168 Design 1 10% 340,017 2013 Construction Year 1 1 67% 1 $2,041,121 2014 Construction Year 2 33% $1,019,030 2015 Tgant CIP WAsx P51 CITY OF TIGARD WATER MASTER PLAN CAPITAL IMPROVEMENTS PROGRAM Project Number PS2 Description New Booster Pump Station from 410 Zone to Reservoir 10. Project Timing Concurrent with Lake Oswego Supply coming online. Year: 2016 Assumptions Head: 70 feet Building Size: 1,400 SF Flow. 5850.0 mild Generator: 50 kW 5,850 gpm Pump Station Required Capacity: 5,850 gpm Pump Horsepower: 50 HP Number of Pumps: 3(@1,950 each) Pro'ect Cost _. - General Contractor Engineering/ Project Element Quantity Units Unit Cost Cost Ccr"ttingendy General Conditions Total Capital Year of 1 tY Overhead Legal]Admin Cost Improvement 30% subtotal 10% subtotal 15% subtotal 20% Siting Study i LS $ 50,000 $ 50,000 Site Work 1 LS $ 65,000 $ 65,000 $ 50,000 2012 Structure 1,400 SF $ 300 $ 420,000 Pump&Motor 3 EA $ 46,500 $ 140,000 Bridge Crane 1 EA $ 125,000 $ 125,000 Generator System 50 kW $ 250 $ 13,000 Electrical 1 LS $ 98,000 $ 98,000 $ 861,000 $ 258,300 $1,119,300 $111,930 $1,231,230 $184,685 $1,4-1-5791-5—F$ 283,183 1 $1,699,097 Design 1 15% 1 $ 254,865 2013 Construction Year 1 67% $ 963,303 2014 Construction Year 2 33% $ 480,9301 2015 Tgard CIP v2.xlsx PS2 CITY OF TIGARD WATER MASTER PLAN CAPITAL IMPROVEMENTS PROGRAM Project Number PRV1 Description New PRV from 550G Zone to 410 Zone. Project Timing Either coinciding with ASR Well 3(to utilize ASR Well 3 supply in the 410 zone),or earlier to utilize Reservoir 16 storage. Year: 2011 Concurrent with Project P3 Assumptions Required to meet MDD of 530 Zone(395 gpm)and ADD(188 gpm)plus Fill ASR Well 1 (600 gpm). Capacity 788 gpm Project Cost Contingency General Conditions General Contractor Engineering/ Total Capital Year of Project Element quantity Units Unit Cost Cost Overhead Legal Admin Cost Improvement 30% subtotal 10% subtotal 15% subtotal 20% PRV Station 1 EA $ 53,000 $ 53,000 $ 53,0001 $15,9001 $ 68,900 $ 6,8901 $ 75,790 $11,369 $ 87,159 $ 17,432 $ 104,590 2011 Tigard CIP V2.xlsx PRV1 CITY OF TIGARD WATER MASTER PLAN CAPITAL IMPROVEMENTS PROGRAM Project Number P1 Description Pipeline Connecting 550G Zone to 530 Zone Project Timing Driven by fre0ow constraints in 530 Zone Year: 2012 Assumptions Required to meet MOD of 530 Zone(395 gpm)and ADD(188 gpm)plus Fill ASR Well 1(600 gpm). Capacity 788 gpm Project Cost Contingency General Conditions General Contractor Engmeenog/ Total Capital Year of Project Element Quard ifits osf cost Overhead Legal/Admin Cost Improvement 30% subtotal 1 10% 1 subtotal 1 15% 1 subtotal 1 20% 16-inch Pipeline 4,925 LF $ 176 $ 866,800 Valve&Appurtenances Allowance 15% 1 % 15% $ 130,020 $ 996,620 1$299,046 $ 1,295,866 $129,587 $ 1,425,453 $ 213,818 $1,639,270 $ 327,854 1 $1,967,125 Design(10%):1 $ 196,712 1 2011 Construction:I $1,770,412 2012 Tigard UP V2.xlsx Pt CITY OF TIGARD WATER MASTER PLAN CAPITAL IMPROVEMENTS PROGRAM Project Number P2 Description Annual Fire Flow Improvement Allocation Project Timing Driven by Fire0ow First Year: 2013 Projects Existing New Identified Projects: Street Length Diameter Diameter (inches) (inches) P2A 103rd Ave 747 6 10 P2B 100th Ave 907 6 8 P2C 109th Ave 512 6 8 P2D Waverly Drive 697 0 8 P2E Vams St Loop 1242 6 10 Additional Projects: Various projects to replace 4-and 6-inch diameter dead-end lines. Project Cost Contingency General Conditions General Contractor Engineering/ TotaCCapta1I i Project P2A Quantity Units Unit Cost Cost Overhead Legal/Admin ost 30% subtotal 10% subtotal 15% subtotal 20% 10-inch Pi eline 747 LF $ 137 $ 102,000 $ 102,000 $30,600 $132,600 $13,260 $145,860 $21,879 $167,739 $ 33,548 $ 201,000 Contingency General Conditions General Contractor Engineering/ Total Capital Project P2B Quantity Units Unit Cost Cost Overhead Legal/Admin Cost 30% subtotal 10% subtotal 15% subtotal 20% 8-inch Pi eline 907 LF $ 127 $ 115,000 $ 115,000 $34,5001 $149,500 1 $14,950 1 $164,450 1 $24,668 1 $189,118 1 $ 37,824 1 $ 227,000 Contingency General Conditions General Contractor Engineering/ Total Capital Project P2C Quantity Units Unit Cost Cost Overhead Le al/Admin Cost 30% subtotal 10% subtotal 15% 1 subtotal 20% 8-inch Pi eline 512 LF $ 127 $ 65,000 $ 65,000 $19,500 $ 84,500 1 $ 8,450 $ 92,950 1 $13,943 1 $106,893 1 $ 21,379 1 $ 128,000 Project P213 Quantity Contractor Engineering/Quantity Units Unit Cost Cost Contingency General Conditions Overhead Le al/Admin Total Capital 30% subtotal 10% subtotal 15% subtotal 20% - Cost 8-inch Pipeline697 LF $ 127 $ 89,000 $ 89,000 $26,700 $115,700 $11,570 $127,270 $19,091 $146,361 $ 29,272 $ 176,000 CIP V2z1sx P2 CIN OF TIGARD WATER MASTER PLAN CAPITAL IMPROVEMENTS PROGRAM Project Number P2 Contingency General Conditions General Contractor Engineering/ Total Capital Project P2E Quantity Units Unit Cosi Cos[ Overhead Le al/Admin Cost 30% subtotal 10% subtotal 15% subtotal 20% 10-inch Pipeline 1,242 LF $ 137 $ 170,000 $ 170,000 $51,000 $221,000 $22,100 $243,100 $36,465 $279,565 $ 55,913 $ 335,000 Total Cost of Identified Fireflow Improvements $1,067,000 Annual Allocation Annual Allocation FY 2017- FY 2022- FY 2027- Budgets FY 2013-2016 2021 2026 3031 Annual Allocation $ 100,000 $ 200,000 $ 200,000 $ 200,000 Years 4 5 5 5 Total $ 400,000 $ 1,000,000 $ 1,000,000 $1,000,000 Overall Total $3,400,000 Notes: Annual budgets determined by City staff. CIP V2.xlsx P2 CITY OF TIGARD WATER MASTER PLAN CAPITAL IMPROVEMENTS PROGRAM Project Number P3 Description Pipeline for installing PRV 550G-4 Project Timing Coincides with PRV 550G-4 Year: 2011 Project Cost CE Continency General Conditions General ontractor ngineering/ Total Capital Yearof Contingency Project Element Quantity Units Unit Cost Cost Overhead Legal/Admin Cost Improvement 30% 1 subtotal 10% subtotal 15% subtotal 20% 12-inch Pipeline 60 LF $ 146 $8,760 $8,760 $2,628 $11,388 $1,139 $12,527 $1,879 $14,406 $ 2,881 $ 17,287 2011 Tigard CIP V2.xlsx P3 CITY OF TIGARD WATER MASTER PLAN CAPITAL IMPROVEMENTS PROGRAM Project Number P4 Description Pipeline in Main Street from Burnham St to Tigard Ave.,and in Tigard Ave.from Main St to Grant Ave. Project Timing Coincides with PRV 550G-4 Year: 2011 Project Cost - - aGeneralJ Engineering/ Contingency General Conditions Total Capital Yearof Project Element Quantity Units Unit Cost Cost Le al/Admin Cost Improvement 30% subtotal 10% subtotal20%16-inch Pipeline (Main St-no road construction 314 LF $ 135 $ 42,390 16-inch Pi eline 50 LF $ 176 $ 8,800 51,190 $15,357 $ 66,547 $ 6655 $ 73202 $ 16,836 $ 101,018 2011 Tigard CIP W.xlsx P4 CITY OF TIGARD WATER MASTER PLAN CAPITAL IMPROVEMENTS PROGRAM Project Number S1 Description Water Master Plan Update Project Timing Every 6 Years First Update: 2016 Project Cost General Contractor Engineering/ Project Element Quan£I fs Unit Cost Cost Contingency General Conditions Overhead Legal/Admin Total Capital Year 30% subtotal 10% subtotal 15% subtotal 20% Cost WMPU date 1 LS $ 140,000 $ 140,000 $ 140,000 2016 Tigard CIP V2.xlsx 51 CITY OF TIGARD WATER MASTER PLAN CAPITAL IMPROVEMENTS PROGRAM CIP SUMMARY 2011 2012 2013 2014 2015 2016 WELL IMPROVEMENTS W1 ASR Well 3-Design&Equip $ 2,200,000 2011 $ 2,200,000 $ - $ - $ W2 ASR Well 4-Drill&Equip _ Siting Study $ 30,000 2017 $ 30,000 $ - $_ - $ - Design;Drill&Equip Year 1 50% $ 1,859,000 2012 $ 1,859,000 $ - $ - $ - Drill&Equip Year 50% $ 1,115,000 2013 $ 1,115,000 $ - $ - $ PUMP STATIONS PS1 Pump Station 5(Costs included in LO/Tigard Joint Water Supply) Design (1) 2013 _ (1) $ - $ - $ - Construction Year l 67% (1) 2014 19 $ - $ - $ - Const.dionYear 2(33%) (1) 2015 (1) $ - $ - $ - PS2 New Pump Station Siting Study $ 50,000 2012 $ 50,000 $ - $ $ - Design $ 255,000 2013 $ 255,000 $ - $ - $ - Construction Year 1 67% $ 963,000 2014 $ 963,000 1 $ - $ - $ - Construction Year 2 33% $ 481,000 2015 $ 481,000 $ - $ - $ - PRV STATIONS _. _ -- _ .. PRV1 New PRV from SSOG Zane to 4102one. $ 105,000 2011 $ 105,000 1 $ $ $ PIPELINE IMPROVEMENTS i P1 Pipeline Connecting 550G Zone to 530 Zone Design $ 197,000 2011 $ 197,000 $ $ - $ Construction $ 1,770,000 2012 $ 1,770,000 $ - $ - $ - P2 Annual Fire Flow Improvement Allocation $ 3,400,000 N/A $ 100,000 $ 100,000 $ 100,000 $ 100,000 $ 1,000,000 $ 1,000,000 $ 1,000,000 P3 Pipeline for installing PRV 550G-4 $ 17,000 2011 $ 17,000 $ - $ - $ - P4 Pipeline in Main Street _ $ 101,000 2011 $ 101,000_ _ - $ _ STUDIES --- _---_ r S1 Water Master Plan Update $ 140,000 2016 1 $ 140,000 $ - $ - $ - TOTALCOSTS $12;683,000 $2.650,0001 $ 3,679,000 $ 1,470,000 $ 1,063,000 $ 581,000 $ 240,000 $ 1,000,000 $ 1,000,000 $ 1,000,000 Notes; (1)Costs included in Me Lake Oswego/Tigard Joint Water Supply Plan (2)Includes total cast for$100,000 per year for four years,and$200,000 per year for another 15 years. (3)$200,000 for five years=$1,000,000 TigeN CIP V2.tlsx Finel CIP CITY OF TYGARD WATER SYSTEM MASTER PLAN Appendix E CAPITAL MAINTENANCE PLAN DETAIL SHEETS CITY OF TIGARD 1/28/2010 WATER MASTER PLAN CAPITAL MAINTENANCE PROGRAM CMPINPUT Cost Estimate Assumptions Notes: 1 All costs are in 2010 dollars 2 Engineering News Report(ENR) U.S. 20-City Construction Cost Index for January 2010 is 8,660 3 Cost Estimates do not include Costs for land acquisition, easements or ROW acquisition 4 Cost per foot of pipe before contingencies are added. Pipeline Size Cost per LFI'I 8-inch $ 127.00 10-inch $ 137.00 12-inch $ 146.00 16-inch $ 176.00 Other Costs Generator Set $ 250.00 per kW-hr Building $ 300.00 per SF Bridge Crane $ 125,000.00 EA Adjustment Factors Contingency 30% % General Conditions 10% % General Contractor Overhead 15% % Engineering/Legal/Admin 20% Level Four Cost Estimate Disclaimer: The cost estimate herein is based on our perception of current conditions at the project location. This estimate reflects our professional opinion of accurate costs at this time and is subject to change as the project design matures. Carollo Engineers have no control over variances in the cost of labor, materials, equipment; nor services provided by others, contractor's means and methods of executing the work or of determining prices, competitive bidding or market conditions, practices or bidding strategies. Carollo Engineers cannot and does not warrant or guarantee that proposals, bids or actual construction costs will not vary form the costs presented as shown. Tigard CMP.xlsx Assumptions CITY OF TIGARD WATER MASTER PLAN CAPITAL MAINTENANCE PROGRAM Project Number MM1 Description Asset Management Program Project Timing Year: 2014 Project Cost General Contractor Engineering/ Project Element Quantity Units Unit Cost Cost Contingency General Conditions of Overhead Legal/Admin Total Capital Year 30000% subtotal ## N subtotal 0% subtotal 0% Cost Improvement Annual Allocation 1 LS $ 100,000 $ 100,000 $ 100,000 $ 100,000 2014 Tigard CMP.ulsz MMI CITY OF TIGARD WATER MASTER PLAN CAPITAL MAINTENANCE PROGRAM Project Number PSM1 Description Upgrade of Existing Pump Station 8 Between 713 and 830 Zones Current PS:5 pumps @ 800 gpm Project Timing Condition upgrades can be completed following completion of Lake Oswego/Tigard Joint Supply Year: 2018 Assumptions Head: 98 feet Building Size: 1,056 SF Projected 2030 PDD for 830 Zone: 0.68 mgd Generator: 75 kW 472 gpm Pump Station Required Capacity: 2,303 gpm Pump Horsepower: 25 HP Number of Pumps: 5 Project Cost - Contingency General Conditions General Contractor Engineering/ Total Capital Year of rojact Element Quantity Units Unit Cost Cast Overhead Le al/Admin Cost Improvement 30% subtotal 10% subtotal 15% subtotal 20% Site Work 1 LS $ 150,000 $ 150,000 Structure 1,056 SF $ 300 $ 317,000 Pump&Motor 5 EA $ 20,550 $ 103,000 Bridge Crane 1 EA $ 125,000 $ 125,000 Generator System 75 kW $ 250 $ 19,000 Electrical 1 LS $ 71,000 $ 71,000 $ 785,000 $ 235,500 $1,020,500 $102,050 $1,122,550 $168,383 $1,290,933 $ 258,187 1 $1,549,119 Design(10%): 1 $ 154,912 2017 Construction: $1,394,207 2018 Tigard CMP.xlsx PSM1 CITY OF TIGARD WATER MASTER PLAN CAPITAL MAINTENANCE PROGRAM Project Number RM1 Description Reservoir Seismic and Condition Evaluation Project Timing Year: 2015 Project Cost Contingency General Conditions General Contractor Engineering/ Total Capital Year of Project Element Quantity Units Unit Cost Cost Overhead Le at/Admin Cost Improvement 30% subtotal 10% subtotal 15% 1 subtotal 20% Evaluation/Stud LS $ 100,000 $ 100,000 $ 100,000 $ 100,000 2015 Tigard CMP.xIsx RM1 CITY OF TIGARD WATER MASTER PLAN CAPITAL MAINTENANCE PROGRAM Project Number PMI Description General Pipe Replacement Program Project Timing Annual Allocation Projects To be determined by City Project Cost Contingency General Conditions General Contractor Engineering/ Total Capital Year of Project Element Quantity Units Unit Cost Cos[ Overhead Le al/Admin Cost Improvement 30% subtotal 10% subtotal 15% subtotal 20% Annual Allocation 1 LS $ 70,000 $ 70,000 $ 70,000 $ 70,000 Annual Tigard CMP.xlsx PM1 CITY OF TIGARD WATER MASTER PLAN CAPITAL MAINTENANCE PROGRAM Project Number OM1 Description Water Meter Replacement Project Timing Annual Allocation Projects To be determined by City Project Cost ineenng Contingency General Conditions General Contractor Eng / I Total CapitaYearof l Project Element Quantity Units Unit Cost Cost Overhead Le al/Admin Cos[ Improvement ent 30% 1 subtotal 10% subtotal 15% 1 subtotal 20% Annual Allocation 1 LS $ 125,000 $ 125,000 $ 125,000 $ 125,000 Annual Tigard CMP.xlsx OM1 CITY OF TIGARD WATER MASTER PLAN CAPITAL MAINTENANCE PROGRAM Project Number OM2 Description Hydrant Replacement Project Timing Annual Allocation Projects To be determined by City Project Cost - General Contractor Engineering/ ' ontingency General Conditions Total Capital Year of Project Element Quantity Units Unit Cost Cost Overhead Legal/Admin Cost Improvement 30% subtotal 10% 1 subtotal 1 15% subtotal 20% Annual Allocation 1 LS $ 120,000 $ 120,000 $ 120,000 $ 120,000 lAnnual Tigard CMP.xlsx OM2 CITY OF TIGARD WATER MASTER PLAN CAPITAL MAINTENANCE PROGRAM CAPITAL MAINTENANCE PLAN MANAGEMENT MM1 Asset Management Program $ 100,000 2014 $ 100,000 $ _ $ - $ RESERVOIR MAINTENANCE IMPROVEMENTS RM1 Reservoir Seismic and Condition Assessment $ 100,000 2015 $ 100,000 $ $ $ PUMP STATION MAINTENANCE _ PSM1 Replacement/Upgrade of Pump Station 8 Design $ 150,000 2017 $ 150,000 $ - $ - Construction $ 1,390,000 2018 $ 1,390,000 $ $ PIPELINE MAINTENANCE PM1 Genearal Pie Replacement $ 70,000 Annual $ 70,000 $ 70,000 $ 70,000 $ 70,000 $ 70,000 $ 70,000 $ 350,000 $ 350,000 $ 350,000 OTHER MAINTENANCE OM1 Meter Replacement $ 125,000 Annual $ 125,000 $ 125,000 $ 125,000 $ 125,000 $ 125,000 $ 125,000 $ 625,000 $ 625,000 $ 625,000 OM2 Hydrant Replacement $ 120,000 Annual $ 120,000 $ 120,000 $ 120,000 $ 120,000 $ 120,000 $ 120,000 $ 600,000 $ 600,000 $ 600,000 TOTAL COSTS $2,055,000 $ 315,000 $ 315,000 1 $ 315,0001 $ 415,000 1 $ 415,000 $ 315,000 $ 3,115,000 $ 1,575,000 $ 1,575,000 Tigard CMP.xlsx CMP CITY OF TIGARD WATER SYSTEM MASTER PLAN Appendix F FACILITY NAMING CONVENTION City of Tigard Water System Master Plan FACILITY NAMING CONVENTION The following naming convention for the City's facilities has been developed for this master plan. RESERVOIRS SITE NUMBER VO(MGME COLLOQUIAL NAME LOCATION 1 1-1 1.0 Canterbury Reservoir 1A SW Canterbury Ln 1-2 1.0 Canterbury Reservoir 1B SW Canterbury Ln 2 2 0.28 Reservoir 2 or 119th SW 119th & SW Gaarde St Reservoir 3 3-1 2.5 Reservoir 3A or 135th SW 135th Ave Reservoir 1 3-2 0.8 Reservoir 3B or 135th SW 135th Ave Reservoir 2 4 4 1.0 Reservoir 4 SW 122nd & SW Beef Bend Rd 8 8-1 1.0 High Tor Reservoir A SW High Tor Drive 8-2 1.1 High Tor Reservoir B SW High Tor Drive 8-3 0.2 Old High Tor SW High Tor Drive 9 9-1 1.0 Baylor Street Reservoir A SW Baylor St & SW 66th Ave 9-2 1.1 Baylor Street Reservoir B SW Baylor St & SW 66th Ave 10 10 10 10-MG Reservoir SW 125th St & SW Bull Mountain Road 13 13 3.5 Menlor Reservoir SW Menlor Drive 16 16 3.0 Price Reservoir SW Bull Mountain Rd & 132nd Terrace PUMP STATIONS SITE NUMBER COLLOQUIAL NAME LOCATION 1 1 Pump Station 1 SW Canterbury Lane &SW 104" St 2 2 Pump Station 2 SW Gaarde Rd & SW 119t" Place 5 5 Bonita Road Pump Station SW Bonita Road & SW Sequoia Pkwy 8 8 High Tor Pump Station SW High Tor Drive 10 10 Transfer Pump Station SW 125th St & SW Bull Mountain Road 11 11 Hunziker Pump Station SW Hunziker Road 12 12 SW 132nd Street Pump Station SW 132nd St south of Walnut Street PRV STATIONS NUMBER COLLOQUIAL NAME LOCATION PRV 410-1 Gaarde PRV SW Gaarde St & SW 110t"Ave PRV 410-2 Tiedeman PRV SW North Dakota St & SW Tiedeman Ave PRV 550A-1 Woodhue PRV SW 150" St and SW Woodhue St PRV 550A-2 Eagleview PRV SW 1451h Terrace & SW Woodhue St PRV 550B-1 Meyer Farm PRV SW 161'`Ave & SW Dekalb St PRV 550B-2 Bull Mountain PRV SW Bull Mountain Rd & SW Rask Terrace PRV 5508-3 Roshak PRV SW Roshack Rd & SW 158`h Terrace PRV 550C-1 Menlor PRV SW Menlor Drive PRV 550C-2 Nahcotta PRV SW Nahcotta Drive PRV 550C-3 Ascension PRV SW Ascencion Drive & SW Oxalis Terrace PRV 550C-4 Site 3 PRV SW 135`h Ave & SW Lauren Lane PRV 550-C-5 Site 12 PRV SW 132nd St PRV 550D-1 Quail Hollow PRV SW Greenfield Dr & SW Princeton Lane PRV 550E-1 Eagle Point PRV SW Gaarde St & 123`d Terrace PRV 550E-2 Site 2 PRV SW 119th & SW Gaarde St PRV 550F-1 Aspen Ridge PRV SW Bull Mountain Rd &Aspen Ridge Drive PRV 550G-1 133rd PRV SW 133`d Ave PRV 550G-2 Turnagain PRV SW Summerview Dr PRV 550G-3 Site 16 PRV SW Bull Mountain Rd & 132nd Terrace PRV 550H-1 Autumn PRV SW Peachtree Drive & SW Crestline Ct PRV 640-1 Site 10 PRV SW 125`" Street north of SW Bull Mountain Road