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Home My WebLink About7148 RESOLUTION NO. 7148 A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF ARCADIA, CALIFORNIA, ADOPTING THE CITY OF ARCADIA 2016 WATER MASTER PLAN UPDATE WHEREAS, on May 6, 2014 after a competitive selection process, the City of Arcadia (the "City"), awarded a contract to the engineering firm Civiltec Engineering, Inc. to prepare an update the City's Water Master plan; and WHEREAS, Civiltec Engineering, Inc. has delivered the final report to the City; and WHEREAS, a Water Master Plan is the primary tool used to evaluate the condition and capacity of the water system for the next 10 years, and identify water system infrastructure deficiencies; and WHEREAS, a Water Master Plan is necessary to develop a capital improvement plan to improve the City's water distribution system to meet existing and projected water demands; and WHEREAS a Water Master Plan is necessary to evaluate sufficiency of existing water Supplies; and WHEREAS, the Water Master Plan addresses changes since the date of the previous Water Master Plan, provides for improvements as set forth in said Report. NOW, THEREFORE, THE CITY COUNCIL OF THE CITY OF ARCADIA, CALIFORNIA, DOES HEREBY FIND, DETERMINE AND RESOLVE AS FOLLOWS: SECTION 1. RECITALS. The preceding recitals are all true and correct. 1 SECTION 2. REPORT CONTENT. The Water Master Plan as presented consists of the following: 2a) Chapters 1-5 that describe the current and future expected water supply capabilities, water use demand, groundwater sufficiency, components of the existing water system infrastructure, and an analysis of the capacities and capabilities of the water system. 2b) Chapter 6 that outlines a capital improvement projects that address water system deficiencies and future water supply and demand needs. SECTION 3. REPORT APPROVAL. The Water Master Plan, as attached hereto as "Exhibit A", is hereby approved and ordered to be filed in the Office of the City Clerk as a permanent record which shall remain open to public inspection. SECTION 4. The City Clerk shall certify to the adoption of this Resolution. Passed, approved and adopted this 1st day of November , 2016. Mayor of the ity of Arcadia ATTEST: f: City I�TR APPROVED AS TO FORM: Stephen P. Deitsch City Attorney 2 STATE OF CALIFORNIA ) COUNTY OF LOS ANGELES ) SS: CITY OF ARCADIA I, GENE GLASCO, City Clerk of the City of Arcadia, hereby certifies that the foregoing Resolution No. 7148 was passed and adopted by the City Council of the City of Arcadia, signed by the Mayor and attested to by the City Clerk at a regular meeting of said Council held on the 1st day of November, 2016 and that said Resolution was adopted by the following vote, to wit: AYES: Amundson, Chandler, Tay, Verlato, and Beck NOES: None ABSENT: None ABSTAIN: None Ci•, Clerk of the ity of Arcadia 3 111114/111 NM/ CITY OF ARCADIA cello WATER MASTER PLAN ( !!fr 2016 UPDATE PREPARED BY: " 2v CIV irrrc. • -NqgalPF engineering inc. 1'flIEy O( Public Works Services Department •.f.s TABLE OF CONTENTS CITY OF ARCADIA \i?:C. i:> '\ TABLE OF CONTENTS EXECUTIVE SUMMARY 1 Chapter One—Introduction 1-1 1.1 General Description 1-1 1.1.1 Hydraulic Model 1-1 1.1.2 SCADA and Operational Review 1-1 1.1.3 Utility Billing Data Review 1-1 1.1.4 2008 Water Master Plan Review 1-1 1.1.5 Evaluation of Supply Capabilities 1-1 1.1.6 2010 Urban Water Management Plan(UWMP) Review 1-2 1.1.7 Water Conservation Goal Review 1-2 1.1.8 Water Quality Requirements 1-2 1.1.9 Improvement Program Preparation 1-2 Chaper Two—Land Use & Water Requirements 2-1 2.1 Steady State Peaking Factors 2-1 2.1.1 Calculation of Average Day Demand 2-1 2.1.2 Calculation of MDD and PHD Peaking Factors 2-2 2.1.3 Demand Forecasting 2-2 Chapter Three—Source of Supply 3-1 3.1 General Description 3-1 3.2 Water Rights &Agreements 3-1 3.3 Historic Production 3-1 3.3.1 Raymond Basin Groundwater Rights and Agreements 3-2 3.3.2 Main San Gabriel Basin Groundwater Rights and Agreements 3-2 3.4 Groundwater Supply Infrastructure 3-2 3.5 Blending Constraints 3-3 Chapter Four—Existing Water System 4-1 4.1 General Description 4-1 4.2 Distribution System Components 4-1 4.3 Treatment 4-5 Chapter Five—Analysis & Recommendations 5-1 5.1 General Description 5-1 5.2 Storage Analysis 5-1 5.3 Existing Supply Sufficiency 5-2 5.3.1 Existing Supply Sufficiency 5-4 5.3.1 Supply Recommendations 5-6 5.4 Pressure Regulation 5-6 5.4.1 Low Pressure Issues 5-6 5.4.2 High Pressure Issues 5-7 5.5 Residual Pressure under MDD plus Fire Flow 5-7 C 2016 WATER MASTER PLAN UPDATE en-Fie-6141m. 1 TABLE OF CONTENTS i CITY OF ARCADIA 5.5.1 Santa Anita Booster Pump Station—Pipeline Velocity Issues 5-8 5.5.2 Camino Booster Pump Station—Pipeline Velocity Issues 5-8 5.5.3 2nd Avenue Transmission Main—Pipeline Velocity Issues 5-8 5.5.4 Orange Grove Booster Pump Station Discharge—Pipeline Velocity Issues 5-8 5.6 Pipe Age Analysis 5-9 Chapter Six—Recommended Projects for 10-year Capital Improvement Plan 6-1 6.1 Recommended Projects for 10-year Capital Improvement Plan 6-1 LIST OF TABLES Table 2.1 —Average Day Demand by Zone 2-1 Table 2.2— Summary of Steady State Demand Conditions 2-2 Table 2.3 —Demand Projection 2-3 Table 3.1 —Historic Production Totals 3-1 Table 3.2—Groundwater Production Infrastructure 3-3 Table 4.1 —Existing Water Well Capacity 4-1 Table 4.2—Existing Water Reservoir Capacity 4-2 Table 4.3 —Existing Pressure Regulating Stations 4-3 Table 4.4—Existing Booster Pump Capacity 4-4 Table 4.5 —Existing Pipelines 4-5 Table 5.1 —Water Storage Analysis 5-1 Table 5.2—Summary of Dependent MDD 5-2 Table 5.3 —Summary of Emergency Refill Requirements 5-3 Table 5.4— Summary of Secondary Supply Requirements 5-3 Table 5.5— Supply Summary by Zone (GPM) 5-5 Table 5.6—Estimate Average Annual Pipeline Replacement Target 5-9 Table 5.7— Summary of Critical Pipeline Quantities 5-9 Table 6.1 —Recommended Capital Improvement Projects— 10-year Plan 6-1 Table 6.2—Recommended Capital Improvement Projects—Supply 6-3 Table 6.3 —Recommended Capital Improvement Projects—Storage 6-4 Table 6.4—Recommended Capital Improvement Projects—Pumps 6-5 Table 6.5—Recommended Capital Improvement Projects—Pipelines 6-7 Table 6.6—Recommended Capital Improvement Projects—Control Systems 6-9 Table 6.7—Recommended Capital Improvement Projects—Miscellaneous 6-9 c CG 2016 WATER MASTER PLAN UPDATE engineering ille 11 • TABLE OF CONTENTS CITY OF ARCADIA LIST OF APPENDICES Appendix A—Supplemental Water Master Plan Information 1. Land Use and Water Demand 2. Water Quality 3. Source of Supply 4. Design and Planning Criteria 5. Water Conservation 6. Water System Analysis 7. References Appendix B—Water System Operations and Maintenance 1. Longden, Saint Joseph, and Orange Grove Water Blending Plans 2. Existing Facilities 3. Asset Management 4. Pump Performance Curves Appendix C—Water System Model and Output Data 1. Water System Modeling Summary 2. Water Model Output Files(on Discs) Cete 2016 WATER MASTER PLAN UPDATE engineering in 111 EXECUTIVE SUMMARY CITY OF ARCADIA Al c\D€A EXECUTIVE SUMMARY Plan Overview Purpose and Organization The 2016 Water Master Plan Update (WMPU) provides the City of Arcadia (City) with an evaluation of its existing water supply and distribution system and provides recommendations to sustain the best level of service to our customers through the year 2025. The WMPU includes strategies for maintaining water supply and service level to our customers, direction for future projects to be included in the Capital Improvement Program, and guidance on operational issues including system maintenance, inspection and conservation. This Water Master Plan has been organized into five chapters. Chapter One describes the various resources that were reviewed in order to understand the operation of the water system as well as sources of current and future water supply. Chapter Two reviewed the water demands based on population and land use. Chapter Three reviewed the various sources of supply from the City's three groundwater basins. Chapter Four reviewed the components of the water system and the various pressure zones they serve, including well and booster pumps, transmission and distribution piping, reservoirs and pressure reducing stations. Chapter Five uses this information and provides an analysis of the ability of the current water system to meet the required current and future demands and then provide recommendations for improvements to the system to sustain the high level of service and reliability which the City's water customers have come to rely on. Land Use The City is essentially built out; however, there are still opportunities for densification, infill of undeveloped lots, subdivision of large parcels, redevelopment, changes to land use designation. Existing and proposed land uses per the Land Use and Community Design Element of the 2010 General Plan were incorporated into this plan. Water Supply The City supplies water to its customers by pumping groundwater from three aquifers, or groundwater basins. The City also has a connection to the Metropolitan Water District which is used as an emergency source of supply in the event that water cannot be pumped from the ground and to the upper pressure zones. Historic groundwater availability and actual production were examined with respect to water rights, management of water rights, constraints related to blending plans, and the location and capacity of active wells. Blending constraints prove challenging during high demand periods. 2016 WATER MASTER PLAN UPDATE engineering inc 1 EXECUTIVE SUMMARY All CITY OF ARCADIA Water Demand A comprehensive water demand analysis was performed considering the following aspects: demand and static demand fluctuation by pressure zone, diurnal fluctuation, estimate of water loss, demand factors relative to land use, indoor vs. outdoor use, demand associated with known developments, and demand forecasting. The Average Day Demand (ADD), Maximum Day Demand (MDD) and Peak Hour Demand (PHD) for each pressure zone. This information was compared to the existing supply capabilities of the water system in the various pressure zones and used to identify possible deficiencies and make recommendations for future capital improvements. Water Quality Even though there are minor water quality issues in the local basins, the City has succeeded at keeping its groundwater source viable by implementing various treatment facilities and blending plans. The increase in nitrate levels from certain wells and new regulations pertaining to Hexavalent Chromium may pose a challenge to future water quality compliance. Existing Water Distribution System Water Wells: There are eleven active wells with a combined capacity of over 18,000 GPM. Well Name Basin Capacity (gpm) Chapman 7 Pasadena Subarea out of service Colorado Pasadena Subarea 506 Orange Grove lA Santa Anita Subarea 593 Orange Grove 2A Santa Anita Subarea 840 _ Orange Grove 5A Santa Anita Subarea 633 Orange Grove 6 Santa Anita Subarea 509 Live Oak Main Basin 4,032 Longden 1 Main Basin 2,000 Longden 2 Main Basin Out of service Peck Main Basin 2,885 St Joseph Main Basin 1,469 Camino 3 Main Basin 2,724 Longley Main Basin 1,866 gee 2016 WATER MASTER PLAN UPDATE engineering inc 2 EXECUTIVE SUMMARY CITY OF ARCADIA Water Reservoirs: There are fifteen reservoirs with a combined capacity of 44.75 MG. Base Depth Capacity Reservoir Zone Elevation (feet) (MG) (feet) I Santa Anita 3 1 890.34 25 3.90 Santa Anita 4 1 891.32 24 3.50 Baldwin 2 2 712.5 19.25 3.40 Baldwin 3 2 712.5 19.25 5.90 Orange Grove 2 3 599.3 10 2.50 Orange Grove 3 3 600.5 20 3.50 Orange Grove 4 3 600.5 20 3.50 Orange Grove 5 3 599.4 21.1 5.25 St Joseph 2 4 488.66 18.5 5.00 St Joseph 3 4 488.93 18.5 6.30 Canyon 1 5 1101 14.75 0.50 Canyon 2 5 1101 14.75 0.50 Upper Canyon 1 6 1276 23 0.68 Torrey Pines 1 7 923 28.23 0.16 Torrey Pines 2 7 923 28.23 0.16 Totals (MG) 44.75 C C� 2016 WATER MASTER PLAN UPDATE engineering inc 3 EXECUTIVE SUMMARY CITY OF ARCADIA Pressure Reducing Stations: There are six pressure reducing stations providing supply to Zones 1 A and 2A and emergency supply to Zones 2 and 4. Pressure Valve From To Reducing Function Diameter Station Zone Zone (inches) Suply to 4 Foothill Blvd Zone lA 1 1A — 8 to 4 Second Avenue Zone Supply A 1 lA 8 Supply to 4 Colorado Blvd Zone 2A 2 2A 8 Supply to 4 Colorado Place Zone 2A 2 2A 8 Emergency 4 El Monte Avenue Supply 3 4 8 Colorado Street S peprgency 1 2 8 ly c c 2016 WATER MASTER PLAN UPDATE engineering i t 4 �j ' i EXECUTIVE SUMMARY CITY OF ARCADIA Booster Pump Stations: There are 29 booster pumps located at 9 booster station sites. From To Booster Station Zone Zone Booster Pump (gAm) Baldwin C 1,327 Baldwin 3 2 Baldwin D 1,328 Camino J 1,993 Camino 4 3 Camino K 1,988 Camino L 1,935 Canyon A 787 Canyon 5 6 Canyon B 765 Canyon C 789 Live Oak A 1,255 Live Oak Live Oak 4 Live Oak B 1,221 Forebay Live Oak C 1,193 Longden A 4,438 Longden Longden 4 Longden B 2,981 Forebay Longden C 1,411 Orange Grove C 1,810 Orange Grove (1) 3 1 Orange Grove D 1,810 [CDEF] Orange Grove E 1,764 Orange Grove F 1,810 Orange Grove (2) 1 Orange Grove G 2,013 [GH] 3 2 Orange Grove H 2,034 Santa Anita A 1,154 Santa Anita 1 5 Santa Anita B 1,154 Santa Anita C 1,165 St Joseph A 2,714 St Joseph 4 3 St Joseph B 2,774 St Joseph C 2,694 Whispering Pines A 308 Whispering Pines 1 7 Whispering Pines B 292 Whispering Pines C 288 Clr 'L I~ 2016 WATER MASTER PLAN UPDATE engineering-fie 5 EXECUTIVE SUMMARY CITY OF ARCADIA i<, \f 7,A Distribution Piping: There is over 900,000 lineal feet of pipe in the distribution system ranging from four inches to 36 inches in diameter. SCADA Systems: There is a comprehensive SCADA system capable of controlling all pumps and certain other control devices in the system. The SCADA system archives performance data that is useful for monitoring, auditing, daily inspection, and forecasting purposes. Computer Model The City has an existing calibrated hydraulic computer model that uses InfoWater software by Innovyze. The Water Model was updated for this planning effort with a current demand distribution and current pump performance characteristics. The Water Model is a tool for assessing the distribution systems capacity, compliance, efficiency, and performance. It is also used to evaluate any hydraulic deficiencies and for performing time-based analyses of emergency storage, disinfectant residuals, and time- of-use energy conservation. Summary Through the application of evaluation criteria to the existing system, conditions are noted below where existing system performance does not achieve established goals. Water Supply Deficits Total water supply for the average day and maximum day is adequate to meet demands. Emergency refill supply however is deficient by about 11,500 gpm. Most of this deficiency (8,900 gpm) can be balanced using the MWD emergency connection. The remaining deficiency of 2,600 gpm primarily impact Zones 2 and 4. Water Storage Deficits While there is currently enough storage capacity to supply water through gravity flow under average day requirements, there is a water storage deficit in Zone 1 of about 3 MG and in Zone 2 of about 2 MG for the storage required to supply operational, fire, and emergency demands for the maximum use day. This deficit is currently covered by the use of emergency generators which keeps pumps operational in the event of power interruptions. ceferc 2016 WATER MASTER PLAN UPDATE engineering inc. 6 EXECUTIVE SUMMARY CITY OF ARCADIA Water System Pressure Deficiencies The State water standards require the residual water pressure available to customers to be no less than 25 psi, however, the City seeks to provide a minimum pressure of 40 psi. Low water system pressure,below 40 psi was observed in the following areas: • Zone 2 in the vicinity Michillinda Avenue and Colorado Street • Zone 1 in the vicinity of Elkins Avenue and Wilson Avenue • Zone lA in the vicinity of Hillcrest Blvd. and Valencia Way • Zone 4 along the pressure zone boundary with Zone 3 between Baldwin Avenue and El Monte Avenue Water System Pressure Excesses High water system pressure in excess of 150 psi was observed in Zone 1 in the vicinity of Foothill Blvd. and Santa Anita Avenue. Fire Flows and Pressures Fire flow in thirteen residential areas was found to be below the current standard of 1,250 gpm at 20 psi residual and have been recommended for improvement Pipeline Velocity High pipe velocity in excess of 10 feet per second increases wear on pipes and valves and requires more energy to pump water through the pipes. High velocities were observed in pipes discharging water from the Santa Anita Booster Station, the Camino Real Booster Station, and the Orange Grove Booster Station. Dead-end Pipelines Thirteen locations were identified as dead-end pipelines serving (1) 20 or more meters or (2)20 GPM or more of average day demand. Cyclical Replacement Based on the pipeline material and age, an annual pipeline replacement target of 10,000 lineal feet per year has been identified. Based on the typical useful life of reservoirs, Orange Grove 2, the Chapman Forebay and the Longden Forebay were found to exceed their useful service life. 2016 WATER MASTER PLAN UPDATE engrneenng inc 7 \\ '!t EXECUTIVE SUMMARY CITY OF ARCADIA Conclusions A comprehensive list of capital projects has been compiled to address system deficiencies. Viable projects from the 2008 Water Master Plan and recommendations from City staff were also identified. Summary Capital Improvement Projects (CIP) Category Estimate ($1000) A. Source of Supply 8,100 B. Storage 4,750 C. Pump Stations 1520 D. Pipelines 5,000 E. Control Systems 200 F. Valves 1,500 G. Meters 3,500 H. Pressure Reducing Stations 100 I. Hydrants 0 J. Appurtenances 3,200 Total $27,850 C 2016 WATER MASTER PLAN UPDATE engineering inc 8 CHAPTER ONE — INTRODUCTION CITY OF ARCADIA CHAPTER ONE - INTRODUCTION 1.1 General Description This chapter provides insight into the organization and content of the report. 1.1.1 Hydraulic Model The Water Model was reviewed for functionality and accuracy. The programming for pumps and wells was updated to reflect the most current hydraulic performance tests. Demand distribution was updated to reflect current conditions. New scenarios were developed to reflect updated hydraulic recommendations related to the current planning effort. No historic scenarios were affected by the updates. The Water Model was used to identify critical hydraulic issues and to develop appropriate mitigation options. 1.1.2 SCADA and Operational Review The capabilities of the SCADA system were thoroughly reviewed and historic data analyzed to determine demand characteristics for the various pressure zones. Gaps in SCADA coverage were also identified. 1.1.3 Utility Billing Data Review Water billing data was reviewed and analyzed to establish an understanding of customer use and demand distribution by pressure zone. Billing records were correlated to the actual or nearest associated parcel in a Geographic Information System (GIS) and assigned a land use description. Statistical analysis was performed on the data to define typical demand patterns and trends by land use type and by pressure zone. 1.1.4 2008 Water Master Plan Review The 2008 Water Master Plan was reviewed with respect to determining the viability of the remaining previously recommended capital improvement projects. 1.1.5 Evaluation of Supply Capabilities Water supply was examined for the following: • Access to groundwater based on rights and basin management • Pumping capacity of existing groundwater sources • Constraints based on compliance with multiple water blending plans G1VI'1 C 2016 WATER MASTER PLAN UPDATE engineering inc 1-1 ii CHAPTER ONE - INTRODUCTION 111bil CITY OF ARCADIA • Transmission and booster pumping capacity among the various pressure zones 1.1.6 2010 Urban Water Management Plan (UWMP)Review The UWMP was reviewed with respect to water supply availability. Groundwater rights versus actual production for the past ten years were plotted as a means to analyze the City's management of its own supply resources and to identify opportunities for balancing its water supply portfolio. The UWMP was also used as a source for defusing recycled water demand and associated required infrastructure for water conservation purposes. 1.1.7 Water Conservation Goal Review Guidance was provided to set and achieve a water conservation goal in terms of annual volume conserved versus investment. 1.1.8 Water Quality Requirements New and pending water quality legislation and regulations may impact the City's future operations. Potential impacts were described in physical, operational, and economic terms. 1.1.9 Improvement Program Preparation A list of improvements necessary to meet system demands for the next ten years was prepared. 2016 WATER MASTER PLAN UPDATE engineering me 1-2 CHAPTER TWO — LAND USE & WATER REQUIREMENTS CITY OF ARCADIA ( \ )A CHAPER TWO - LAND USE & WATER REQUIREMENTS 2.1 Steady State Peaking Factors For planning purposes, there are three steady state conditions: (1) Average Day Demand (ADD), (2) Maximum Day Demand(MDD) and (3) Peak Hour Demand(PHD). ADD serves as a benchmark and a planning tool for long-term issues at the system level, such as water supply acquisition and integrated water resources management. MDD is a peaking factor and serves as a planning tool at the pressure zone level. MDD is the peak loading for typical booster-reservoir pressure zones for analysis of supply requirements. MDD is also used to help define certain emergency conditions, especially MDD plus Fire Flow. PHD is also a peaking factor and serves as a planning tool at the pipe level. Pipes must function adequately under this loading. Also, PHD is the peak loading for sub-zones (e.g. Zones 1 A and 2A) for analysis of supply requirements. 2.1.1 Calculation of Average Day Demand Detailed calculations and analysis of the system demand is provided in Appendix A. Using that information, ADD was distributed proportional to each pressure zone according to water billing records for the same period and shown in Table 2.1. Table 2.1 —Average Day Demand by Zone Zone Percent ADD (gpm) 1 19.34% 2,039 lA 2.93% 308 2 24.12% 2,543 2A 1.38% 146 3 32.85% 3,463 4 17.21% 1,814 5 1.33% 140 6 0.44% 47 7 0.41% 43 Totals 100.00% 10,543 e'er2016 WATER MASTER PLAN UPDATE engineering inc 2-1 CHAPTER TWO — LAND USE & WATER REQUIREMENTS CITY'OF ARCADIA Alta ‘1)1A. 2.1.2 Calculation of MDD and PHD Peaking Factors A peaking factor is the ratio of the target demand to ADD. Peaking factors were derived by analyzing SCADA data to develop an understanding of pressure zone level demand, sorting for the peak day and peak hour, scaling to account for the historical peak month production, and for attenuation. Detailed analysis and calculations for the peaking factor of each zone are provided in Appendix A1.8. A summary of all steady state demand conditions by zone, through application of the peaking factors, is provided in Table 2.2. Table 2.2—Summary of Steady State Demand Conditions Zone ADD MDD PHD (gpm) (gpm) (gpm) 1 2,039 4,078 7,667 lA 308 739 1,854 2 2,543 4,959 8,875 2A 146 372 1,010 3 3,463 6,545 10,805 4 1,814 3,664 7,075 5 140 358 976 6 47 131 389 7 43 121 361 2.1.3 Demand Forecasting A model was developed to assist with demand forecasting (see Appendix A1.13). The Demand Model takes into account the influences of population growth, temperature, precipitation and macroeconomics on water demand. Table 2.3 provides a summary of demand projections for the next ten years based on the following conditions: Assumptions for Normal ADD: 4- 15-year averages for monthly temperature and precipitation C11/�J'Lc 2016 WATER MASTER PLAN UPDATE engineering inc 2-2 CHAPTER TWO — LAND USE & WATER REQUIREMENTS CITY OF ARCADIA 4- Population growth per the population model 4- Stable GDP growth at or above monthly rate of 0.24% Assumptions for Maximum ADD: 4- 15-year high for monthly temperature 4- 15-year low for monthly precipitation 4- Population growth per the population model 4- Stable GDP growth at or above a monthly rate of 0.24% Assumptions for Minimum ADD: . 15-year low for monthly temperature #: 15-year high for monthly precipitation . Population growth per the population model ilk Stable GDP growth at or above a monthly rate of 0.24% Table 2.3—Demand Projection Minimum Normal Maximum FY ADD ADD ADD (gpm) (gpm) (gpm) 2015-16 9,142 11,005 12,663 2016-17 9,189 11,062 12,728 2017-18 9,236 11,117 12,792 2018-19 9,282 11,173 12,856 2019-20 9,327 11,227 12,919 2020-21 9,372 11,281 12,981 2021-22 9,416 11,335 13,042 2022-23 9,460 11,388 13,103 2016 WATER MASTER PLAN UPDATE engineering inc 2-3 CHAPTER TWO — LAND USE & WATER REQUIREMENTS CITY OF ARCADIA Minimum Normal Maximum FY ADD ADD ADD (gPm) (gpm) (gpm) 2023-24 9,504 11,440 13,163 2024-25 9,547 11,491 13,223 Note that the projections presented in Table 2.3 do not take into account the impact of any water conservation measures the City of other regional agency implements aimed at reduction of water use by current water users. 2016 WATER MASTER PLAN UPDATE engineering in 2-4 CHAPTER THREE — SOURCE OF SUPPLY wigs CITY OF ARCADIA CHAPTER THREE - SOURCE OF SUPPLY 3.1 General Description Chapter 3 describes the historic availability and actual deliveries of water supply to the City. The basis for supply availability is discussed in terms of water rights and supply deliveries and how those rights have been exercised. In addition to limitations on water rights, supply availability is constrained by a series of blending plans introduced to mitigate certain minor water quality issues and by the capacity of existing water wells. Additional information related to Source of Supply and the Water Blending Plans are provided in Appendix A and B. 3.2 Water Rights &Agreements The City depends exclusively on groundwater as its existing and future source of water supply. The City has adjudicated water rights in the Raymond Basin and the Main San Gabriel Basin. Raymond Basin rights are specified for the Pasadena and Santa Anita Subareas. In addition, the City can purchase water from the Upper San Gabriel Valley Municipal Water District (USGVMWD) or untreated imported water for groundwater recharge to offset demands in excess of its adjudicated rights. USGVMWD is a local wholesaler which provides imported water to its member agencies, including Arcadia. USGVMWD receives its water from the regional wholesaler Metropolitan Water District of Southern California (MWD). Oversight of these water rights makes reliability of the City's groundwater resources the responsibility of the associated Watermasters, who work in association with various member agencies and other stakeholders in their missions to assure water reliability. 3.3 Historic Production Table 3.1 is a summary of historical production totals from the basins where the City exercises its adjudicated rights. Table 3.1 —Historic Production Totals Pasadena Santa Anita Main San FY Subarea Subarea Gabriel Basin Total 2004-05 3,226.2 2,949.6 10,248.4 16,424.2 2005-06 _ 4,717.1 2,89L4 9,306A 16,914.9 2006-07 4,196.5 2,185.2 12,286.0 18,667.7 2007-08 2,737.8 2,072.9 12,747.4 17,558.1 2008-09 2,966.8 1,616.7 10,780.5 15,364.0 2009-10 2,447.3 1,576.6 11,476.2 15,500.1 2016 WATER MASTER PLAN UPDATE 3-1 engineering inc CHAPTER THREE — SOURCE OF SUPPLY CITY OF ARCADIA 2010-11 3,544.2 1,631.8 9,840.1 I 15,016.1 2011-12 3,525.8 1,157.3 11,715.6 16,398.7 2012-13 2,005.6 1,930.1 13,275.6 17,211.3 2013-14 1,448.7 1,899.4 14,103.9 17,452.0 The sections that follow develop a relationship between adjudication and production as a basis for analysis and supply maximization. 3.3.1 Raymond Basin Groundwater Rights and Agreements The City has a Decreed Right of 2,118 acre-feet per year(AFY) in the Pasadena Subarea and 3,528 AFY in the Santa Anita Subarea. Note that the Decreed Right in the Pasadena Subarea is subject to a self-imposed reduction of 30% from the 1955 adjudication over the course of five years as the result of action taken by the Raymond Basin Management Board in 2008 (Resolution 42-0109) with respect to long-term water quality management and basin sustainability. The City's reduced production goal for the Pasadena Subarea is 1,482.6 AFY. The Raymond Basin Management Board also implemented the 500-foot level limitation in the Santa Anita Subarea in 2013, resulting in adjusted pumping rights of 2,321 AFY in that sub-basin. Total adjusted pumping rights for the Raymond Basin are 3,803.6 AFY(1,482.6+2,321 AFY). The City has access to long term storage in the Pasadena Subarea. Long term storage assumes a 1% annual loss, and extraction is assessed an administrative charge of$1.50 per acre-foot. The City's long term storage account is capped at 1,319.3 acre-feet. 3.3.2 Main San Gabriel Basin Groundwater Rights and Agreements The Main San Gabriel Basin Judgment does not restrict the quantity of water which Parties may extract. Rather, it provides a means for replacing excess pumping with Supplemental Water through a Replacement Water Assessment. The Operating Safe Yield is established annually by Watermaster, which is then used to allocate proportionally to each Party a level of production free of the Replacement Water Assessment. Excess production is subject to assessment. The City's adjudicated right in the Main San Gabriel Basin to 4.23099% of the annual Operating Safe Yield. If the City extracts water in excess of its right under the annual Operating Safe Yield, it must pay an assessment for Replacement Water which is sufficient to purchase one acre-foot of Supplemental Water to be spread in the Main San Gabriel Basin for each acre-foot of excess production. 3.4 Groundwater Supply Infrastructure 2016 WATER MASTER PLAN UPDATE engmeenng me 3-2 CHAPTER THREE — SOURCE OF SUPPLY CITY OF ARCADIA Table 3.2 provides a summary of existing groundwater production infrastructure including designation, basin, current status per Watermaster and current capacity per the most recent pump efficiency test. Table 3.2—Groundwater Production Infrastructure Well Name Basin Status Capacity (gpm) Chapman 7 Pasadena Subarea Inactive 1,278 Chapman 6 Pasadena Subarea Inactive Rancho 6 Pasadena Subarea Inactive Hugo Reid Pasadena Subarea Inactive Colorado Pasadena Subarea Active 506 Anoakia Santa Anita Subarea Restricted Use 952 Orange Grove 1A Santa Anita Subarea Active 593 Orange Grove 2A Santa Anita Subarea Active 840 Orange Grove 5A Santa Anita Subarea Active 633 Orange Grove 6 Santa Anita Subarea Active 509 Live Oak Main Basin Active 4,032 Longden 1 Main Basin Actives 2,233 Longden 2 Main Basin Inactive Peck Main Basin Active 2,885 Baldwin 2 Main Basin Inactive St Joseph Main Basin Active2 1,469 Camino 3 Main Basin Active 2,724 Longley Main Basin Active 1,866 3.5 Blending Constraints There are three blending plans that impose constraints on groundwater production in the interest of reducing concentrations of nitrate, PCE, and TCE below their respective MCLs. Each blending plan focuses on water quality conditions in fixed areas relative to sources of groundwater production and associated storage and mixing facilities. The blending plans are provided in Appendix B. Per Longden Plant Nitrate Blending Plan,Longden 1 is constrained to reduced flow of 2,000 gpm. 2 Per the St.Joseph Reservoirs Nitrate and PCE Blending Plan(2014),the St.Joseph Well has an estimated capacity of 3,500 gpm but is currently restricted not to exceed 2,000 gpm. 2016 WATER MASTER PLAN UPDATE engineering it 3-3 CHAPTER FOUR— EXISTING WATER SYSTEM CITY OF ARCADIA ARCADIA CHAPTER FOUR - EXISTING WATER SYSTEM 4.1 General Description This chapter focuses on the existing water system infrastructure in terms of hydraulic capacity, configuration, and connectivity. Hydraulic capacity is the basis for hydraulic analysis. Configuration and connectivity between facilities dictate how subsets of water system components work together to meet requirements. Supplemental information of the existing water system is provided in Appendix B. 4.2 Distribution System Components Water Wells: Table 4.1 shows the existing water well configuration and capacity in terms of discharge zone, motor size, and pumping characteristics per the last pump efficiency testing. Table 4.1—Existing Water Well Capacity Well Zone Head (feet) Flow (gpm) Horsepower Live Oak 4 175.1 4,032 250 Anoakia 2 459.8 952 150 Camino Real 3 3 492.6 2,724 500 Chapman 2 492.0 1,278 250 Colorado 2 508.8 506 100 Longden 1 4 184.6 2,233 150 Longley 3 4 410.2 1,866 300 Orange Grove lA 3 288.4 593 100 Orange Grove 2A 3 321.0 840 100 Orange Grove 5A 3 304.5 633 75 Orange Grove 6 3 400.3 509 100 Peck 4 338.7 2,885 600 St. Joseph 2 4 603.9 1,469 400 C1V�J'TrC 2016 WATER MASTER PLAN UPDATE engineering inc 4-1 CHAPTER FOUR- EXISTING WATER SYSTEM r CITY OF ARCADIA Water Reservoirs: Table 4.2 shows the existing reservoir configuration and capacity in terms of zone served, geometry, and volume. Table 4.2-Existing Water Reservoir Capacity Base Equivalent Capacity Reservoir Zone Elevation HWL Diameter3 Depth per 2008 (feet) (feet) (feet) (feet) WMP (MG) Santa Anita 3 1 890.34 915.34 163 25 3.90 Santa Anita 4 1 891.32 915.32 158 24 3.50 Baldwin 2 2 712.5 731.75 173 19.25 3.40 Baldwin 3 2 712.5 731.75 228 19.25 5.90 Orange Grove 2 3 599.3 609.3 206 10 2.50 Orange Grove 3 3 600.5 620.5 175 20 3.50 Orange Grove 4 3 600.5 620.5 175 20 3.50 Orange Grove 5 3 599.4 620.5 214 21.1 5.25 St Joseph 2 4 488.66 507.16 210 18.5 5.00 St Joseph 3 4 488.93 507.43 238 18.5 6.30 Canyon 1 5 1101 1115.75 74 14.75 0.50 Canyon 2 5 1101 1115.75 74 14.75 0.50 Upper Canyon 1 6 1276 1299 71 23 0.68 Torrey Pines 1 7 923 951.23 33 28.23 0.16 Torrey Pines 2 7 923 951.23 - 33 28.23 0.16 Totals 44.75 3 The concept of equivalent diameter is important for hydraulic modeling: all reservoirs are considered to be circular cylinders to streamline hydraulic calculations.For reservoirs that are not circular,an equivalent diameter was computed. Cl 2Q 16 WATER MASTER PLAN UPDATE engineering inc 4-2 1i CHAPTER FOUR— EXISTING WATER SYSTEM CITY OF ARCADIA NMI Pressure Regulating Stations: Table 4.3 shows the existing pressure regulating stations configuration, connectivity, capacity, and setting. Table 4.3—Existing Pressure Regulating Stations Pressure Elevat Downstream Reducing Function Status From To ion Valve Diameter Setting Station4 Zone Zone (feet) (inches) (psi) Foothill Supply to 4 63 Blvd Zone l A Active 1 l A 542 8 55 Second Supply to 4 65 Avenue Active 1 1A 542 venue Zone I A 8 58 Colorado Supply to 4 66 Blvd Zone 2A Active 2 2A 497 8 58 Colorado Supply to 4 71 Place Zone 2A Active 2 2A 482 8 65 El Monte Emergency 4 35 Avenue Active 3 4 401 venue Supply 8 30 Duarte Emergency Not 2 3 401 8 87 Road Supply Constructed Huntington Emergency Inactive 2 3 493 8 49 Drive Supply Colorado Emergency Active 1 2 658 8 35 Street Supply Elkins Emergency Not 5 1 842 8 35 Avenue Supply Constructed Canyon Emergency Not 6 5 981 8 56 Road Supply Constructed 4 Data on pressure regulating stations not yet constructed were taken from the Water Model. 2016 WATER MASTER PLAN UPDATE engineering inc 4-3 4 \ �'/ CHAPTER FOUR — EXISTING WATER SYSTEM CITY OF ARCADIA Pump Stations: All booster pumps are organized into booster station sites. Configuration, connectivity and capacity for booster pumps are shown in Table 4.4. Table 4.4—Existing Booster Pump Capacity From To Head Flow Booster Station Zone Zone Booster Pump (feet) (gpm) HP Baldwin C* 118 1,327 50 Baldwin 3 2 Baldwin D* 118 1,328 50 Camino J* 147 1,993 100 Camino 4 3 Camino K* 147 1,988 100 Camino L* 149 1,935 100 Canyon A 221 787 75 Canyon 5 6 Canyon B 220 765 75 Canyon C 222 789 75 Live Oak A* 180 1,255 75 Live Oak Live Oak 4 Live Oak B* 182 1,221 75 Forebay Live Oak C* 183 1,193 75 Longden A 167 4,438 250 Longden Longden 4 Longden B* 175 2,981 175 Forebay Longden C 149 1,411 75 Orange Grove C 298 1,810 200 Orange Grove 3 1 Orange Grove D 294 1,810 200 [CDEF] Orange Grove E 297 1,764 200 Orange Grove F 290 1,810 200 Orange Grove 3 1 Orange Grove G 318 2,013 200 [GH] 2 Orange Grove H 132 2,034 100 Santa Anita A 263 1,154 125 Santa Anita 1 5 Santa Anita B 258 1,154 125 Santa Anita C 259 1,165 125 St Joseph A 131 2,714 150 St Joseph 4 3 St Joseph B 131 2,774 150 St Joseph C 136 2,694 150 Whispering Pines A* 41 308 5 Whispering Pines 1 7 Whispering Pines B* 45 292 5 Whispering Pines C* 46 288 5 * Recent SCE efficiency test performance data were not available. Theoretical pump performance based on Water Model output per earlier efficiency test data is provided. C1 iLt7 GC 2016 WATER MASTER PLAN UPDATE engineering inc 4-4 iffi CHAPTER FOUR- EXISTING WATER SYSTEM CITY OF ARCADIA Ai,,, ii)!< Pipelines: Table 4.5 provides a breakdown of existing pipelines by diameter and pressure zone. Table 4.5-Existing Pipelines Zone 4" 6" 8" 10" 12" 14" 16" 18" 20" 24" 30" 36" Total 1 3,494 50,784 69,090 6,028 17,690 0 0 0 4,814 842 0 11,418 164,160 1 A 1,010 18,685 8,447 0 8,492 0 0 0 0 0 0 0 36,634 2 340 51,974 52,194 12,469 23,028 0 16,198 1,183 0 9,726 0 0 167,112 2A 0 7,653 3,223 1,111 1,750 0 0 0 0 0 0 0 13,737 3 13,583 89,219 80,835 3,577 63,742 130 8,718 10,816 219 3,442 13,010 0 287,291 4 2,758 77,969 56,350 10,297 27,173 0 8,602 4,807 7,786 9,174 17,060 0 221,976 5 1,104 4,778 3,254 2,495 5,371 0 48 0 0 0 0 0 17,050 6 0 1,665 3,165 0 560 0 0 0 0 0 0 0 5,390 7 0 222 828 0 1,840 0 0 0 0 0 0 0 2,890 Total 22,289 302,949 277,386 35.977 149,646 130 33,566 16,806 12,819 23.184 30,070 11,418 916,240 4.3 Treatment The only treatment systems are air strippers located at the Longden Water Treatment Plant. CLC� 2016 WATER MASTER PLAN UPDATE engineering inc 4-5 I CHAPTER FIVE -ANALYSIS & RECOMMENDATIONS CITY OF ARCADIA CHAPTER FIVE - ANALYSIS & RECOMMENDATIONS 5.1 General Description This chapter provides analysis and assessment of hydraulic capacity and performance of the water distribution system followed by evaluations and recommendations of capital projects that would provide benefit the City over the next 20 years. This chapter provides information that has been derived from simulated computer modelling. The analysis is based upon the Design Criteria, which are detailed in Appendix A4. 5.2 Storage Analysis Per design criteria, there should be sufficient storage in each pressure zone for fire, emergency, and operational purposes. Fire storage is the largest single flow requirement in any zone. Emergency storage is one day of MDD. Operational storage is 30% of one day of MDD. Table 5.1 provides a comparison of the storage requirement to the nominal storage in each pressure zone. Table 5.1-Water Storage Analysis Fire Flow Storage Components Storage Assessment Parameters a �, o P N I n G o =a c °a Tc at ct -c, E E' a wa t © t L7 3 E C7 i G7 w ° A2 wg a Og E✓ g Z c.ig 1 & 1A 5,000 4 1.20 6.94 2.08 10.22 7.40 (2.82) 2 &2A 5,000 4 1.20 7.68 2.30 11.18 9.30 (1.88) 3 5,000 4 1.20 9.42 2.83 13.45 14.75 1.30 4 5,000 4 1.20 5.28 1.58 8.06 11.30 3.24 5 1,250 2 0.15 0.52 0.15 0.82 1.00 0.18 6 1,250 2 0.15 0.19 0.06 ! 0.40 0.68 0.28 7 1,250 2 0.15 0.17 0.05 0.37 0.32 (0.05) Totals 44.50 44.75 0.25 ge2016 WATER MASTER PLAN UPDATE engineering in 5-1 CHAPTER FIVE —ANALYSIS & RECOMMENDATIONS CITY OF ARCADIA 5.3 Existing Supply Sufficiency Existing supply sufficiency considers firm supply and emergency refill on a pressure zone basis. Firm supply capacity is considered the primary assessment, and emergency refill capacity is considered the secondary assessment. The goal for firm supply is dependent MDD. Dependent MDD is the MDD in a subject pressure zone plus the MDD of any higher pressure zones that rely on the subject zone for supply. For example, the dependent MDD for Zone 1 is the cumulative MDD for Zones 1, 1A, 5, 6 and 7. To account for attenuation, dependent MDD is calculated as the sum of dependent ADD multiplied by an appropriate peaking factor, as shown in Table 5.2. The MDD peaking factor is a function of ADD. MDD Peaking Factor = —0.211n(ADD) + 3.6 Table 5.2—Summary of Dependent MDD Dependent MDD Dependent Zone Dependent Zones ADD Peaking MDD (gpm) Factor (gpm) 1 1, 1A, 5, 6, 7 2,653 1.95 5,174 2 2, 2A 2,689 1.94 5,216 3 1, 1A,2,2A, 3, 5, 6, 7 7,389 1.69 12,488 4 All Zones 7,195 1.65 11,871 5 5, 6 187 2.50 476 6 6 47 2.79 126 7 7 43 2.81 121 2016\\ATER MASTER PLAN UPDATE engineenng inc 5-2 CHAPTER FIVE —ANALYSIS & RECOMMENDATIONS CITY OF ARCADIA The goal for total supply capacity is dependent MDD plus emergency refill. Emergency refill is the sum of Fire Storage and Emergency Storage divided by two days. Table 5.3 provides a summary of the refill requirements by zone. The storage requirements are taken from Table 5.1. Table 5.3—Summary of Emergency Refill Requirements Fire Emergency Emergency Zone Storage Storage Refill (MG) (MG) (gpm) 1 1.2 6.94 2,826 2 1.2 7.68 3,083 3 1.2 9.42 3,688 4 1.2 5.28 2,250 5 0.15 0.52 233 6 0.15 0.19 118 7 0.15 0.17 111 Table 5.4 provides a summary of the secondary supply requirements. Table 5.4—Summary of Secondary Supply Requirements Dependent Emergency Secondary Zone MDD Refill Requirement (gpm) (gpm) (gpm) 1 5,025 2,826 7,851 2 5,217 3,083 8,300 3 14,752 3,688 18,440 410 17,396 3,688 21,084 5 468 233 701 6 131 118 249 7 121 111 232 1°Note that Zone 4 must support emergency refill of Zone 3,which is higher than the Zone 4 emergency refill requirement. C lee 2016 WATER MASTER PLAN UPDATE engineering inc 5-3 CHAPTER FIVE —ANALYSIS & RECOMMENDATIONS CITY OF ARCADIA. 5.3.1 Existing Supply Sufficiency The ability of each pressure zone to supply enough water for the Maximum Day Demand (Primary Requirement) and the Emergency Refill Demand (Secondary Requirement)was examined. The Primary Zone Capacity is considered to be the available pumping capacity for the zone plus dependent zones with at least one pump out of service. The Secondary Capacity is considered to be the total pumping capacity of the zone plus dependent zones with all pumps running. The Primary Zone Requirement is the calculated MDD for each zone. The Primary Zone plus the Dependent Requirement is the demand required by the zone plus the demand of dependent zones. The Secondary Demand is calculated in the same manner using secondary demands for each zone. The Primary Balance represents the excess or deficient pumping capacity available after the demand is met. Based on this calculation, a deficiency is shown in Zone 4 for the Primary Requirement and an excess in Zone 3. These balances are typically managed by Operations and by SCADA in determining which pumps operate to balance the demand between the zones. The addition of a new well in Zone 2, 3, or 4 would provide the additional supply required. The Secondary Balance represents a deficiency in Zones 1,2,3,and 4 for the Secondary Requirement. Because the Secondary condition represents an emergency condition, the MWD connection would be utilized as an additional source of supply to Zones 1, 2, 5, 6, and 7 which would eliminate these zones as being dependent on Zone 3 and 4. The balance of the deficit could be supplied by providing a new well in Zones 2, 3, or 4. Table 5.5 provides a summary of the groundwater and booster pump capacities for each pressure zone. ger 2016 WATER MASTER PLAN UPDATE engineering inc 5-4 4\ CHAPTER FIVE -ANALYSIS & RECOMMENDATIONS CITY OF A.RCADIA Table 5.5—Supply Summary by Zone(GPM) C N Ol N m L!1 N 00 A CO •--1 N 00 N ~ •--1 r-1 N N Lel N co ft: 71 N 3 N al -co Ti p• E ti .�i O R O 01 N N O c 0• 41/ IS C 00 00 O N 00 N N W O tD yl N l' 15 m O C V N m N .-I 01 N V W N N O N to N N CI 1-i WO VI CO Y W v to N .ai oO M V N O C G. N 00 n u N �p °� tD .-1 .ti M 'i N W V N W C 000 N ^O N m m 0 0000 10 v Ol 00 Ol 00 .-1 1 N 01 CO ci N N ci M N V 7 Y ."1 L V1 E 6 O. E N n'1 v v 00 m N m C C W 111 lMll M M V N •--i 00 O. N ce .-i ~ fr1 w c N W tel N C W W O t0 VS I)) O a N - 0 >• •O W A R r.-. M la0 00 ■N N O E E 00 M 11) t0 M .M-1 .N-I N 01 V 1!1 l0 M CL p d• a1pp' N. A V co N O N V O N E W 01 N l20 O M II0 Lt., e.i • c l0 MI ci .--I N N .- t N �= 0 0 0 0 1n D1 00 00 N M .-I N O In Ol 0 N •"1 G O O N CO CI h u LA to M an t0 lf1 N N 0 O lD l0 0) N l0 0 N V 0 0 <D 00 l0 ID O C� LID l0 LID lD 01 0 m m 01 01 00 I� Al N c-I 0 .--I rl - M M M N N N 0 V .--I .-1 .-1 .-1 .--I N c-I c-1 1--1 1--1 .-i N M .-1 M N 1-1 .-1 c-1 m N. O LO to .-I M ''•I 01 0 01 O ID 7 f• ~0 'Cr O 001 t` N M N .�i O L CO 0 01 O` N N N M N N ci N ID Q H aW-' .-I N l!1 LO .1-• 0 p < 00 U W W W W gas N H h .� W U0 W 11 � = N 3333 .� W W W v W W y O1 W W 01 \ - G! M Q CO v a d d T. > > > > > > Ti,- — > > > > v v yo O 0 0 0 0 0 0 3 3 ¢ m u ) 2 0 0 0 3 3 3 a 10 2 00 m 00 F I- V) 0 0 0 0 0 0 v o c O _ x a a a 3 0 0 U' 0 Y c a 3 y 'E 'E Q Q m u c c c W W W 01 W W c c , a 0 0 o W W W 0 W W W W t0 W W > 3 < < A O O c0 0. 0) 0- 3 '3 C CO C C C an .n C 0 a o o s C C C 00 C C-0 -0 D. p 0 0 0 C C C C 00 0 70.o T T T ■n .n .n .a .a co r0 r0 10 C E E C re 0) CO W c c u c c c c c c t L L 000000000UVuuul) U; � u0000 . ° � ° a � ln '.UUU 3 3 3 W c .-i N M V 11l l0 N O N 2016 WATER MASTER PLAN UPDATE CfliC engineering I e nc 5-5 CHAPTER FIVE — ANALYSIS & RECOMMENDATIONS CITY OF ARCADIA 5.3.1 Supply Recommendations Zone 2 supplies about 35% of the groundwater it needs from within the zone and pumps from the West Raymond Basin, which is currently under-pumped. Zone 3 supplies most of the groundwater it needs from within the zone, but has a high demand from dependent zones. Zone 3 pumps from the East Raymond Basin and the Main San Gabriel Basin. Zone 4 has sufficient supply to meet its demand in addition to supplying ground water to all other zones. Zone 4 pumps from the Main San Gabriel Basin. Based on the available pumping capacities and interdependencies between zones, the following recommendations should be considered to meet supply deficiencies. 4• Provide a new 1,500 gpm well in Zone 2 4- Provide a new 3,000 gpm well in Zone 3 Replace Longden Well 1 and 2 ad Longden Boosters with a new 3,000 gpm Longden 3 Well 5.4 Pressure Regulation 5.4.1 Low Pressure Issues California Water Code requires that the water utility provide a minimum 20 psi residual pressure under all conditions at the service connection for all existing services. New systems that expand the existing system by more than 20 percent are required to provide a minimum residual pressure of 40 psi, excluding fire flow. For purposes of this analysis, 40 psi is considered the minimum preferred pressure at the service connection to provide reliable pressure to customers. The Water Model was run under PHD conditions with all pumps off. Four areas of low pressure were found. Zone 1: In the vicinity of Elkins Avenue and Wilson Avenue pressures range from 31 psi—40 psi. This area has been identified as a potential project to create a new Zone 5A at Wilson and Elkins. Concerns about with this include the cost to provide electric or photovoltaic service to power communications and the cost to upgrade affected customers with pressure regulators at their individual services. Zone 1A: Service connections in the vicinity of Hillcrest Blvd. and Valencia Way have static pressure of 35 psi—40 psi. CIce 2016 WATER MASTER PLAN UPDATE engineering inc 5-6 ki4 CHAPTER FIVE —ANALYSIS & RECOMMENDATIONS ELM CITY OF ARCADIA Zone 2: The northwest corner of the zone has pressures of 40 psi or less. This area is at the top of the zone. The City may consider establishing Zone 1B to better serve this area. This subzone would receive supply from Zone 1 via pressure reducing stations in Michillinda Avenue and Old Ranch Road. The sub-zone would be generally bounded by Colorado Street on the north, Old Ranch Road on the east, Panorama Drive on the south, and Michillinda Avenue on the west. Some modification might have to be considered to the Chapman Well 7 discharge and minor piping improvements would be required at the intersection of Colorado Street and Old Ranch Road and at the intersection of Panorama Drive and Altura Road to define the boundary between Zone 1B and Zone 2. Zone 4: Service connections on the western boundary of the zone and the upper boundary of the zone range from 35 psi—40 psi. The City may consider reconfiguring pipes and valves at the boundary of Zones 3 and 4 as part of the Annual Water Main Replacement Program. 5.4.2 High Pressure Issues For the purposes of this analysis, high pressure was considered to be greater than 150 psi. The Water Model was run under ADD conditions with all pumps on. The only area affected by high pressure was at the bottom of Zone 1 due to the high variation in elevation throughout the zone. This is not a concern at this time since the distribution system has been adequately designed to accommodate this pressure. In addition, all services connected to this portion of the system are required by local plumbing code to have individual pressure reduces installed and part of their domestic plumbing systems. 5.5 Residual Pressure under MDD plus Fire Flow Each hydrant location was tested under MDD plus Fire Flow conditions with all pumps under normal operations. The subsections that follow provide insight into the status of those locations where additional capacity would meet the design criteria goals for fire flow and residual pressure. Note that all fire flow deficiencies were found in residential areas. C& 2016 WATER MASTER PLAN UPDATE engineering inc 5-7 CHAPTER FIVE —ANALYSIS & RECOMMENDATIONS CITY OF ARCADIA ELVA In general, fire flow requirements are assumed to be "grandfathered" in. As a result, all hydrant locations are assumed to meet their historic fire flow requirements. However, the Water Model was used to test for current fire flow requirements, as described in the design criteria. Improvements to achieve the current fire flow goals should be reviewed on a case by case basis and implemented only when an appropriate trigger would warrant an upgrade. The most common triggers are (1) new construction, (2) subdivision of a large parcel, and(3)changes to the water system(e.g. cyclical pipeline replacement). 5.5.1 Santa Anita Booster Pump Station—Pipeline Velocity Issues The 12-inch transmission main connecting the discharge side of the Santa Anita Booster Pump Station to the Canyon Reservoirs experiences velocities in excess of 9 feet per second when three pumps are active. It is recommended to operate two pumps only at the Santa Anita Booster Pump Station when feasible to reduce electricity consumption. Zone 5 has excess supply capacity; therefore,two pumps should be sufficient for most operational scenarios. 5.5.2 Camino Booster Pump Station—Pipeline Velocity Issues The 18-inch suction and discharge pipelines for the Camino Booster Pump Station experience velocities in excess of 7.3 feet per second when three pumps are active. This results in 21 feet of head loss between the intersection of El Camino Real Avenue and 2nd Avenue and the intersection of El Camino Real Avenue and Santa Anita Avenue. 5.5.3 2nd Avenue Transmission Main—Pipeline Velocity Issues The 30-inch transmission pipeline in 2nd Avenue between Longden Avenue and El Camino Real Avenue experiences velocities in excess of 5.7 feet per second when all Zone 4 sources are active. This results in 12 feet of head loss at this location. This supply scenario is assumed to occur infrequently. If additional large sources of supply are planned for Zone 4, there may be a benefit to increasing the capacity of this transmission main to reduce electricity consumption. 5.5.4 Orange Grove Booster Pump Station Discharge — Pipeline Velocity Issues 41.19:C 2016 WATER MASTER PLAN UPDATE engineering 5-8 ifiCHAPTER FIVE —ANALYSIS & RECOMMENDATIONS il 111/1 CITY OF ARCADIA The 20-inch transmission pipeline in Santa Anita Avenue between the Orange Grove Plant and the Santa Anita Plant experiences velocities in excess of 5.6 feet per second when all Orange Grove Booster Pumps are active. This results in 21 feet of head loss. There is only a minimal supply surplus for Zone 3. Therefore, this pumping scenario is likely to occur during the summer months. The City may consider increasing the capacity of this transmission main when it is scheduled for cyclical replacement. 5.6 Pipe Age Analysis The City of Arcadia GIS system identifies pipelines of four different materials: cast iron (CI), ductile iron (DIP), reinforced concrete (RCP), and steel (SP). Table 5.6 contains a breakdown of pipe length by material and a corresponding target for annual replacement based on a planning criteria for pipe age. Table 5.6—Estimate Average Annual Pipeline Replacement Target AWWA Average Estimated Average Annual Material Total Length Service Life Replacement (feet) (years) (feet per year) CI 700,700 100 7,000 DIP 180,200 75 2,400 RCP 18,900 75 300 SP 16,400 95 200 Total 916200 9,900 Based on the material and length of pipe in the City's system, a replacement goal of approximately 10,000 feet per year is recommended. Those pipes approaching their average service life and exhibiting excessive repairs should be considered candidates for replacement. These candidates should be coordinated with street repaving and sewer replacement projects to take advantage of economies of scope. Table 5.7 provides an estimate of the length of pipe by material approaching the average service life. Table 5.7—Summary of Critical Pipeline Quantities Over AWWA Within 20 years of AWWA Material Average Service Life Average Service Life (feet) (feet) " 2016 WATER MASTER PLAN UPDATE engineering inc 5-9 CHAPTER FIVE —ANALYSIS & RECOMMENDATIONS CITY OF ARCADIA AR(.:\I)i 1 CI 0 56,180 DIP 1,846 7,334 RCP 0 1,167 SP 682 1.072 Totals 2,528 65,753 All pipelines within 20 years of their respective AWWA average service life were identified as potential candidates for replacement. These pipelines should be cross- referenced for leak history to determine whether their expedited replacement would be beneficial to the City. Car2016 WATER MASTER PLAN UPDATE engineering inc 5-10 CHAPTER SIX — RECOMMENDED PROJECTS FOR 10- YEAR CAPITAL IMPROVEMENT PLAN CITY OF ARCADIA CHAPTER SIX - RECOMMENDED PROJECTS FOR 10- YEAR CAPITAL IMPROVEMENT PLAN 6.1 Recommended Projects for 10-year Capital Improvement Plan Based on the analysis performed in Chapter 5, review of uncompleted projects from previous master plans, and discussions with Public Works Services Utilities Section staff, a list of a capital improvement projects was developed and organized based on the type of asset involved (i.e. Supply, Storage, Pumps, Pipelines, etc.). The complete list of projects is provided in Section 6.2. The current financial model adopted as part of the most recent water rate analysis projects an average capital expenditure for water system improvements of about $2,750,000 per year for the next 10 years. Table 6.1 shown below provides a summary of projects that were rated as a high priority, or are associated with water quality or regulatory compliance and which are consistent with the financial model. The timing of when these projects would be constructed would be contingent on their relationships to other capital improvement projects and the annual City budget overall. Table 6.1 —Recommended Capital Improvement Projects— 10-year Plan Category Project or Program Reference Estimate ($1000) Supply Zone 2 Well 1800 Zone 3 Well 1800 Longden 3 Well (New) 2000 Well Rehabilitation ($250,000 x 10yrs) 2500 Subtotal $8,100 Storage Table 10.23, 2008 Replace Orange Grove 2 WMP B.9 3,500 Repair Chapman Forebay Table 10.23 200 Study Benefits of Inlet/Outlet Separation 2008 WMP B.8 50 Reservoir Exterior Coating Table 10.1 1,000 Subtotal $4,750 C1 P171 t� 2016 WATER MASTER PLAN UPDATE engineering inc 6-1 CHAPTER SIX - RECOMMENDED PROJECTS FOR 10- YEAR CAPITAL IMPROVEMENT PLAN CITY OF ARCADIA ARl_;\I)IA Pumps Table 10.13, 2008 Baldwin Pump Station Reconstruction WMP C.3, City Project 500 Booster Pump Maintenance Section 10.2.2 1000 Subtotal $1,500 I Pipelines Water Main Replacement ($500,000 x 10 years) Section 10.13.13 5000 Subtotal $5,000 IControl Systems SCADA Upgrades ($ 20,000 x 10 years) City Identified 200 Subtotal $200 IValves Annual Valves Replacement Program 2008 WMP F.1, City ($50,000 x 10 years) Project 1,500 Subtotal $1,500 IMeters Annual Meter Replacement Program ($250,000 x 10 years) 2008 WMP G.1 2,500 Complete AMI/AMR metering City Identified 1,000 Subtotal $3,500 IPressure Reducing Stations Zone 2/3 PRV Rehab- Huntington/Baldwin City Project 100 Subtotal $100 IHydrants [included in Valves and Pipelines] Subtotal $0 IAppurtenances Nitrate/VOC Treatment at St.Joseph Well City Identified 3000 Emergency Power for Live Oak facility City Identified 200 Subtotal $3,200 Total $27,850 Celle 2016 WATER MASTER PLAN UPDATE en"gineenng me 6-2 CHAPTER SIX — RECOMMENDED PROJECTS FOR 10- YEAR CAPITAL IMPROVEMENT PLAN CITY OF ARCADIA The following tables represent recommended capital improvements based on analysis and system deficiencies, compliance with regulatory requirements,uncompleted projects identified in previous master plans or updates, and projects identified by City staff. The projects have been organized according to their asset type as well as the pressure zone they serve. References are also provided for additional information which supports the value or need for the project. Table 6.2—Recommended Capital Improvement Projects—Supply Category Project or Program Reference Estimate Zone Priority ($1000) Supply Zone 2 Well 1800 High Zone 3 Well 1800 High Longden 1 Well Reconstruction 2008 WMP A.11 250 4 High Longden 2 Well Reconstruction 2008 WMP A.12 250 4 High Orange Grove Well Replacement 2008 WMP A.13 1,000 3 High Orange Grove 5A Pump Overhaul or Replacement Table 10.25 75 3 Medium Orange Grove 6 Pump Overhaul or Replacement Table 10.25 75 3 Medium Orange Grove 1A Pump Overhaul or Replacement Table 10.25 75 3 Medium Colorado Pump Overhaul or Replacement Table 10.25 75 2 Medium Peck Well Alt. 2008 WMP A.9 1,000 4 Medium Live Oak Well Alt. 2008 WMP A.10 1,000 4 Medium Hugo Reid Mixing Facility 2008 WMP A.1 720 2 Low Tulip Well 2008 WMP A.4 1,000 3 Low SART Well 2008 WMP A.5 1,000 3 Low City Library Well 2008 WMP A.6 1,000 3 Low Camino 4 Well 2008 WMP A.7 1,000 3 Low Total $8,520 c 2016 WATER MASTER PLAN UPDATE engineering inc 6-3 ......... ......_.. CHAPTER SIX - RECOMMENDED PROJECTS FOR 10- YEAR CAPITAL IMPROVEMENT PLAN CITY OF ARCADIA Table 6.3—Recommended Capital Improvement Projects—Storage Category Project or Program Reference Estimate Zone Priority ($1000) Storage Table 10.23, 2008 Replace Longden Forebay WMP B.7 100 4 High Table 10.23, 2008 Replace Orange Grove 2 WMP B.9 3,750 3 Medium Replace Chapman Forebay Table 10.23 100 2 Medium Study Benefits of Inlet/Outlet Separation 2008 WMP B.8 25 All Medium Construct 3 MG in Zone 1 Table 10.1 4,500 1 Low Construct 2 MG in Zone 2 Table 10.1 3,000 2 Low Torrey Pine Reservoir Recoating 2008 WMP B.2 200 7 Low Orange Grove Reservoir Recoating 2008 WMP B.3 375 3 Low Live Oak Reservoir Recoating 2008 WMP B.5 250 4 Low Waterproof and Replace perimeter swales at Orange City Grove 3&4 Projectldentified 50 3 City IdentifiedCity Replace Camino Forebay Roof Project 40 3 City IdentifiedCity Replace Longden Forebay Roof Project 40 4 Chapman Forebay-Seal interior City IdentifiedCity walls and floor Project 60 2 Baldwin Reservoir Zone1 - City IdentifiedCity Motorize/SCADA Intake Valve Project 80 1 City IdentifiedCity Seismic Isolation of Reservoirs Project 1,200 All Total $13,770 el° 2016 WATER MASTER PLAN UPDATE engineering inc. 6-4 iii .` tr 1: CHAPTER SIX - RECOMMENDED PROJECTS FOR 10- YEAR CAPITAL IMPROVEMENT PLAN CITY OF ARCADIA Table 6.4—Recommended Capital Improvement Projects—Pumps Category Project or Program Reference Estimate Zone Priority ($1000) Pumps Replace Longden Pump 2008 WMP C.1 and Station C.2, City Project 250 4 High Baldwin Pump Station Table 10.13, 2008 Reconstruction WMP C.3, City Project 250 2 Medium Emergency Power Generation at Orange Grove Plant Section 10.2.2 200 1 Low Santa Anita A Overhaul or Replacement Table 10.24 75 1 Low Santa Anita B Overhaul or Replacement Table 10.24 75 1 Low Santa Anita C Overhaul or Replacement Table 10.24 75 1 Low Canyon A Overhaul or Replacement Table 10.24 75 5 Low Canyon B Overhaul or Replacement Table 10.24 75 5 Low Canyon C Overhaul or Replacement Table 10.24 75 5 Low Increase Zone 2 Capacity Table 10.32 250 2 Low Replace Four Additional Pumps Table 10.32 300 All Low Air Gaps at Well Waste Discharge City Projectldentified 700 Chapman 6 Paint and Cleanup City Projectldentified 20 2 Whispering Pines Boosters- Install VTP and Emergency Generator City Projectldentified 100 Replace Longden Pump 2008 WMP C.1 and Station C.2, City Project 250 4 High Baldwin Pump Station Table 10.13, 2008 Reconstruction WMP C.3, City Project 250 2 Medium Emergency Power Generation at Orange Grove Plant Section 10.2.2 200 1 Low eWj° C CC 2016 WATER MASTER PLAN UPDATE engineering inc 6-5 CHAPTER SIX - RECOMMENDED PROJECTS FOR 10- YEAR CAPITAL IMPROVEMENT PLAN CITY OF ARCADIA Santa Anita A Overhaul or Replacement Table 10.24 75 1 Low Santa Anita B Overhaul or Replacement Table 10.24 75 1 Low Replace Longden Pump 2008 WMP C.1 and Station C.2, City Project 250 4 High Baldwin Pump Station Table 10.13,2008 Reconstruction WMP C.3, City Project 250 2 Medium Emergency Power Generation at Orange Grove Plant Section 10.2.2 200 1 Low Santa Anita A Overhaul or Replacement Table 10.24 75 1 Low Santa Anita B Overhaul or Replacement Table 10.24 75 1 Low Santa Anita C Overhaul or Replacement Table 10.24 75 1 Low Canyon A Overhaul or Replacement Table 10.24 75 5 Low Canyon B Overhaul or Replacement Table 10.24 75 5 Low Canyon C Overhaul or Replacement Table 10.24 75 5 Low Increase Zone 2 Capacity Table 10.32 250 2 Low Replace Four Additional Pumps Table 10.32 300 All Low Air Gaps at Well Waste Discharge City Projectldentified 700 Chapman 6 Paint and Cleanup City Projectldentified 20 2 Whispering Pines Boosters- Install VTP and Emergency Generator City Projectldentified 100 Total $2,520 C1Y f`1 C 22016 WATER MASTER PLAN UPDATE engineering inc 6-6 Ifti, /s` ' CHAPTER SIX — RECOMMENDED PROJECTS FOR 10— YEAR CAPITAL IMPROVEMENT PLAN CITY OF ARCADIA Table 6.5—Recommended Capital Improvement Projects—Pipelines Category Project or Program Reference Estimate Zone Priority ($1000) Pipelines Section Laurel/Floral 10.13.13 860 High Section Valencia Way 10.13.12 230 Medium Additional Pipeline Replacement Table 10.29 10,650 Medium Peachtree Lane Section 10.13.3 70 Medium Tulip Lane Section 10.13.5 50 Medium Louise/EI Capitan/Greenfield Section 10.13.1 220 Medium Alley south of La Porte Street 210 Medium Northview Avenue 260 Medium Longden Avenue Table 10.22 510 Low Fairview Avenue 1,230 Low Norman Avenue 330 Low Estella Avenue 210 Low El Serano Drive 140 Low Alley south of Foothill Blvd. 460 Low Lorena Avenue 120 Low Arcadia Avenue 1,210 Low Baldwin Avenue (west side) 340 Low Woodruff Avenue 480 Low Rodeo Road 270 Low Alley south of Laurel Avenue 460 Low 1st Avenue 170 Low Golden West Avenue 690 Low Lovell Avenue 160 Low Mayflower Avenue 220 Low 10th Avenue 430 Low Las Flores Avenue 350 Low Florence Avenue 300 Low Holly Avenue 570 Low Orange Grove Avenue 290 Low Foothill Blvd. 530 Low Foothill Blvd. 870 Low Alley south of Floral Avenue 460 Low Cross-country Main east of 2nd 370 Low c Vetl(U 2016 WATER MASTER PLAN UPDATE engineering inc 6-7 CHAPTER SIX - RECOMMENDED PROJECTS FOR 10- YEAR CAPITAL IMPROVEMENT PLAN CITY OF ARCADIA Avenue Foothill Blvd. 2,120 Low Foothill Blvd. 150 Low Palm Drive 720 Low Holly Avenue 270 Low Leroy Avenue 530 Low El Camino Real Avenue(Zone 4) 300 Low Las Tunas Drive 640 Low Oakhurst Lane 240 Low Oakhaven Lane (west fork) 190 Low El Camino Real Avenue(north side) 70 Low Grandview Avenue 210 Low Lower Clamshell Trail 200 Low Bonita Street 160 Low Baldwin Avenue 270 Low Short/Alta Vista Section 10.13.2 630 Low Linda Way Section 10.13.4 80 Low Winnie Way Section 10.13.6 150 Low 5th Avenue Section 10.13.7 180 Low 3rd Avenue Section 10.13.8 190 Low Wistaria Avenue Section 10.13.9 200 Low Section Danimere Avenue 10.13.10 190 Low Section Doolittle Avenue 10.13.11 200 Low Construct Arcadia/Monrovia Brine Line City Identified 2,110 Live Oak Blend Line Diversion City Identified 50 Total $33,770 ‘Ceribl 2016 WATER MASTER PLAN UPDATE engineering inc 6-8 CHAPTER SIX - RECOMMENDED PROJECTS FOR 10- YEAR CAPITAL IMPROVEMENT PLAN CITY OF ARCADIA Table 6.6—Recommended Capital Improvement Projects—Control Systems Category Project or Program Reference Estimate Zone Priority ($1000) Control Systems Whispering Pines Station Flow Register Table 5.8 10 Medium Calibration and Verification of City Functionality Identified 40 Low City Advanced Programming Identified 20 Low City SCADA Upgrades Identified 200 Total $270 Table 6.7—Recommended Capital Improvement Projects—Miscellaneous Category Project or Program Reference Estimate Zone Priority ($1000) Valves Annual Valves Replacement 2008 WMP F.1, City Program Project 1,500 Medium Subtotal $1,500 Meters Annual Meter Replacement Program 2008 WMP G.1 2,500 Low Complete AMI/AMR metering City Identified 2,500 Medium Subtotal $5,000 Pressure Reducing Stations 2008 WMP G.1, City Zone 5 to Zone 1 at Elkins Project,Section Avenue 10.8.1.3 250 High Zone 2/3 PRV Rehab- Huntington/Baldwin City Project 50 Subtotal $300 ( 1 }}"7'1`0 2016 WATER MASTER PLAN UPDATE engihee i g i t 6-9 CHAPTER SIX - RECOMMENDED PROJECTS FOR 10- YEAR CAPITAL IMPROVEMENT PLAN �I) CITY OF ARCADIA AR(Hydrants [none] Subtotal $0 Appurtenances Nitrate Treatment at Hugo Reid Well City Identified 250 Nitrate/VOC Treatment at St.Joseph Well City Identified 300 Nitrate/VOC Treatment at Live Oak Well City Identified 300 Chromium 6 Treatment at Chapman 7 Well City Identified 300 Emergency Chlorination Trailer City Identified 60 Emergency Power for Zone 1 Supply City Identified 200 Emergency Power for Zone 2 Supply City Identified 200 Emergency Power for Zone 3 Supply City Identified 200 Subtotal $1,810 Total $8,880 C1V94 J`1 LG 2016 WATER MASTER PLAN UPDATE engineering int 6-10 Appendix A — Supplemental Water Master Plan Information TABLE OF CONTENTS CITY OF ARCADIA TABLE OF CONTENTS 1.0 Land Use and Water Demand 1-1 1.1 The Sphere of Influence I-1 1.2 Land Use 1-1 1.3 Derivation of the Population Equation 1-3 1.4 Water Demand 1-4 1.5 Water Loss 1-4 1.6 Demand Fluctuation 1-7 1.7 Calculation of Average Day Demand 1-7 1.8 Calculation of MDD and PHD Peaking Factors 1-9 1.9 Diurnal Curves 1-13 1.10 Water Duty Factors&Unit Demand Factors 1-17 1.11 Metered Irrigation 1-21 1.12 Water Use Reduction Related to New Construction 1-23 1.13 Demand Forecasting 1-32 2.0 Water Quality 2-1 2.1 General Description 2-1 2.2 Safe Drinking Water Act 2-1 2.3 Consumer Confidence Report 2-1 2.4 MSGB Watermaster Projections 2-2 2.5 Current and Pending Water Quality Legislation and Regulations 2-7 3.0 Source of Supply 3-1 3.1 Raymond Basin 3-1 3.2 Main San Gabriel Basin 3-5 3.3 Water Blending Plans 3-8 4.0 Design and Planning Criteria 4-1 4.1 General Description 4-1 4.2 Design Criteria 4-1 4.3 Planning Criteria 4-4 5.0 Water Conservation 5-1 5.1 General Description 5-1 5.2 Approach to Water Conservation 5-1 5.3 Existing Water Conservation Projects 5-1 5.4 Water Conservation Program Scope and Goals 5-4 6.0 Water System Analysis 6-1 6.1 Water Supply 6-1 6.2 Primary Supply Analysis 6-12 6.3 Secondary Supply Analysis 6-29 6.4 Supply to Subzones 6-29 6.5 Supply Recomendations 6-30 C1 l C 2016 WATER MASTER PLAN UPDATE engineering inc 1 TABLE OF CONTENTS CITY OF ARCADIA 6.6 Water Storage 6-33 6.7 System Presure Analysis 6-46 6.8 Pipe Velocity 6-47 6.9 Pipeline Redundancy 6-48 6.10 Pipe Age Analysis 6-48 6.11 Pipeline Projects 6-48 6.12 Reservoir Analysis 6-48 6.13 Pump Assessment 6-48 6.14 Impact of Development 6-48 6.15 Evaluation of 2008 Water Master Plan Project Viability 6-48 7.0 References 7-1 C C 2016 WATER MASTER PLAN UPDATE engineeringinc 11 ONE — LAND USE AND WATER DEMAND �� CITY OF ARCADIA 1.0 LAND USE AND WATER DEMAND 1.1 The Sphere of Influence A Sphere of Influence (SOI) is a legal description of the probable physical boundary and service area of a local agency, as regulated by the Local Agency Formation Commission (LAFCO) at the County level. Per LAFCo (2004): The City of Arcadia provides retail water service to a 10 square-mile area within the City's 12 square-mile boundaries. The City's primary source of supply is groundwater, with approximately 70% coming from the Main San Gabriel Basin and 30%from the Raymond Basin. Although the City is a member agency of the Upper San Gabriel Valley Municipal Water District and maintains a connection, imported water is only used on an as needed basis. Arcadia's Sphere of Influence and City Boundary are indicated in Land Use Policy Map of the General Plan. The water service area is essentially consistent with the City Boundary. 1.2 Land Use Land use is incorporated directly into the billing database by assigning each account one of the general land use designations. Billing Land Use Designations Code Description SF Single Family Residential MF Multi-Family Residential IM Irrigation Meter AR City of Arcadia CA Commercial GV Government These designations correspond generally to the designations in the Land Use and Community Design Element of the 2010 General Plan. The General Plan provides additional guidance on density. For purposes of analysis, land use concepts are applied in two ways: (1) creating a correlation between land use and water use, and (2) application of that correlation to the Land Use Focus Areas described in the General Plan. 2016 WATER MASTER PLAN UPDATE en nearing inc 1-1 ONE - LAND USE AND WATER DEMAND „„.., IWO CITY OF ARCADIA \D :\ Correlation between land use and water use is described in greater detail in Subsection 1.10—Water Duty Factors &Unit Demand Factors. Application to Land Use Focus Areas is described in greater detail in Subsection 1.12.2— Future Demand. City of Arcadia Land Use Map )i r .. f'-'----- -..,f / (i 1 - - Skim Madre I . ,---- 7 '. rqj R Land Use Designations ! . . ) _ , t -. . filmaftwAs :, . X. . Resaderitai Estate(up to 2 d6'ac) .., 'Very Low Density Resdential t2-4 du■acl _...- VII ' 'r- A ,.. - , Low Density Residental(4-8 du so -4 . ''a i na.,._ ql , Medium Density Residential(0-12 di ad .....■,..,__ ______ .:_. •etkiLefel 4,..) ---, - - , -1 : =HO Density Residential(12-30 clutac) „.,-,Commercial(0.5 FAR) ell 7 as. . . . , I Regional Commercial(0.5 FAR) 8,.misn.Av i . MIMI Horse Racing Pasadena T ,:-.„ -T. i's. ' .21, 1 Mixed Use(22-30 diatac&11)FAR) 7-7,,_,St-It::\\A ' 1---' 1 '., t‘k. - ..74-.....,,,, Downtown Mixed Use(30-50 du/ac&1.0 FAR) c2r-_.., ,...4 . ,4Ajr, ‘.., ,„,.,,,,,H., CommercialLight Industrial(0.5 FAR) r• 1"-4 , •■d j MN iPndu(siral(0.5 FAR) _WOO - ubcnstitutiona I M3 'Open Space-Outdoor Recreation .'--'1,11 W.'...j-1—ifit.41 , "f. ' '- '..i. i:r401ON/H. - . 1 OE Open Space-Resources Protection ...i_ -, , \ 4 Ilj - ',74 2.7./////:,Downtown Overlay(1_0 FAR) 111•1111810 111,8k44 -_; • MY UNA 08180 i.,, 7 , ,,,' I , Santa Anna Commercial(0.3 FAR) i poor einkLA -', City Roundary i e 01111111U1111111Wit ..... I - --irroof i - 1 a.x...7us......4) i ,,.__ _.„,_ •Sphere a'Influence ,,' . . 11Mr 1471q- < 1111IIPIRE/1 - - " k i')- ...._4111116 1 =' r: .1* : T. AIL \ , . 1,1 -\\Noiri r-- —- 3 .•-, , W`_, -w . • ,, _ t.' _ , -- ' ' - -3 • ; _ ---. „jz-.± ' , ' - H-7---- i_17 ! ___VA ___,,,____,-,., jpia =.1 1 _,, ,ii._2/ -- *'• '''-- - A - IOW" • ___----- ,...„-Amimilli 101111"----4: '' ' - - "• •••-: ,,afftwoo 1 1....il • ' --- ' i'ver. I, ' ' -1-3-1 1 '• I— I .Ijy 2V lir si - ' iingi=i , - i rfrfr ( ta \ ----1 __ , L l. i .41r, r . it i ! Bll a . AIN: -Ili i gi, , ,, ■ ■ .., , - le 1 8 --'`... . ., • •••City \ 41.11.1!„-1,4111.-„imm..... - - ! , "^ , r \ o t ...' / 106,..lak . V- 1 0 .1 tiT7 /•i ‘177 I I . •,.. , 0 \----------- ---- I at .? /A . , 1838880 try:i 40904!WW1 WC.,2082 , a .. ly law,_„,_ 8081/ __, Dag 201/014:City Of Ar03.212 2008. 1 0 ' / '-' 7";/70/ '' Ei MOMS , H FHI i—I 7' ; I i ;'-',..„..„....7.,....._ _.-, ,,t7 ,• .14. C ION 2,00P 5000 4030 Feet / / i / „ 2016 WATER MASTER PLAN UPDATE Cele engineeringine 1-2 ki4 ONE — LAND USE AND WATER DEMAND CITY OF ARCADIA City of Arcadia Population Curve Through 2050 70,000 65,000 0 60,000 — ra d 55,000 50,000 45,000 1990 2000 2010 2020 2030 2040 2050 • US Census Data • SCAG Growth Forecast —Theoretical Logistic Curve 1.3 Derivation of the Population Equation The population equation is based on a logistic function: 1 f(x) = 1 + e_X The logistic function takes the form shown in the following figure. Generic Logistic Curve 1 0. —6 —4 —2 0 2 4 6 C1rC 2016 WATER MASTER PLAN UPDATE engineering inc 1-3 irjONE — LAND USE AND WATER DEMAND II gal CITY OF ARCADIA The logistic curve describes population growth within a finite area. Characteristics of the logistic curve in terms of population include (1) 50% of maximum population occurring at time to, (2) increasing growth earlier in time, (3) constant growth near to, and (4) declining growth later in time. A best fit curve was constructed using US Census data for 1990, 2000, and 2010, and SCAG Growth Forecast Data for 2020 and 2035. Build-out population was estimated as maximum density for all residential land use designations as indicated in the City of Arcadia General Plan Update, assuming 2.89 persons per household'. The maximum population is the numerator of the population equation. The other coefficients were determined using a least-mean-squared algorithm. Build-out Population Estimate Land Use Designation Acreage DU/acre Maximum Population • Single Family 2 399.14 2 2,307 Single Family 4 1,061.81 4 12,275 Single Family 6 1,993.50 6 34,567 Multiple Family 12 55.51 12 1,925 Multiple Family 24 419.42 22 26,667 Commercial/Multiple Family 53.52 12 1,856 Totals 3,982.90 79,597 1.4 Water Demand The demand analysis provides a basis for reconciling production and demand, defining fluctuation in terms of peaking factors, and projecting future demands. The subsections that follow explore these concepts. 1.5 Water Loss Generally, water loss is a percentage calculated as the difference between production and sales divided by production: production — sales water loss = production I http://quickfacts.census.gov/qfd/states/06/0602462.html tel2016 WATER MASTER PLAN UPDATE engineering inc 1-4 ONE — LAND USE AND WATER DEMAND CITY OF ARCADIA AR(.:\I:)fiA. However, production and sales data are not directly compatible. Production data are recorded on a monthly basis and sales data (i.e. billing) are recorded at the end of bimonthly periods overlapping by billing route. To estimate water loss, sales data were adjusted to correlate to production data as follows: 1 1 Qo = 2Q1 +2Q2 Where: Q0 is total sales for the target month Qi is total sales for all accounts with readings taken one month following the target month Q2 is total sales for all accounts with readings taken two months following the target month Comprehensive production and sales data were correlated for the period between July, 2008 and March,2012, as shown in the following figure. C11°. 2016 WATER MASTER PLAN UPDATE engineering inc 1-5 ONE — LAND USE AND WATER DEMAND • CITY OF ARCADIA Correlation of Production and Sales Data 14,000 13,000 12,000 11,000 10,000 9,000 8,000 a 7,000 6,000 5,000 4,000 3,000 2,000 1,000 0 00 00 CI 0l 0 0, O O O O ti l 9 9 O 9 9 9 c-i c-1 .-71 O ,° ¢ O g a O m a —Production Sales 2016 WATER MASTER PLAN UPDATE engineering inc 1-6 ONE — LAND USE AND WATER DEMAND CITY OF ARCADIA NMI Water loss over the same period is as shown as follows. Water Loss Loss (%) 30% 20% 10% 40% -20% -30% 00 00 41 el QC 01 0 0 CD 0 .--I N ci N N O O O O O O ci 71 .-V ci ci .--1 .--i .-i o ¢ o ¢ o 5. • o ¢ — Loss(%) Poly.(Loss(%)) By observation,water loss appears to have peaked at just over 10% for the above data set. Note that California has a water loss goal of no more than 10%. 1.6 Demand Fluctuation An understanding of demand fluctuation is key to appropriate sizing of infrastructure and facilities. The following sections provide analysis of steady state and dynamic demand fluctuation. 1.7 Calculation of Average Day Demand ADD for the system was taken from production records for the fiscal years 2011-12, 2012-13 and 2013-14. Cele2016 WATER MASTER PLAN UPDATE engineeruig inc 1-7 kr ONE - LAND USE AND WATER DEMAND CITY OF ARCADIA Calculation of ADD East West Main San Raymond Raymond Gabriel Month Basin Basin Basin Total(AF) (AF) (AF) (AF) Jul-11 318.19 183.76 1,386.24 1,888.19 Aug-11 323.16 158.47 1,358.54 1,840.17 Sep-11 306.09 1 15.23 1,275.59 1,696.91 Oct-11 307.14 109.77 1,071.86 1,488.77 Nov-11 287.76 80.94 695.87 1,064.57 Dec-11 225.83 53.31 756.00 1,035.14 Jan-12 304.57 67.09 727.20 1,098.86 Feb-12 292.41 60.49 671.56 1,024.46 Mar-12 306.12 51.00 706.17 1,063.29 Apr-12 287.85 76.07 704.17 1,068.09 May-12 294.19 125.06 999.18 1,418.43 Jun-12 272.44 76.10 1,363.18 1,711.72 Jul-12 297.42 122.77 1,588.83 2,009.02 Aug-12 265.02 119.17 1,588.09 1,972.28 Sep-12 236.12 186.38 1,424.55 1,847.05 Oct-12 233.88 199.90 1,141.70 1,575.48 Nov-12 177.89 128.46 979.37 1,285.72 Dec-12 46.87 103.58 684.82 835.27 Jan-13 0.11 190.56 749.54 940.21 Feb-13 0.00 174.56 744.21 918.77 Mar-13 222.41 181.84 846.35 1,250.60 Apr-13 236.80 174.87 963.75 1,375.42 May-13 164.10 174.06 1,166.07 1,504.23 Jun-13 125.02 173.91 1,398.32 1,697.25 Jul-13 139.16 177.07 1,497.89 1,814.12 Aug-13 131.30 169.59 1,576.51 1,877.40 Sep-13 149.50 156.78 1,535.64 1,841.92 2016 WATER MASTER PLAN UPDATE Cf Nige engineering inc 1-8 ONE — LAND USE AND WATER DEMAND CITY OF ARCADIA East West Main San Raymond Raymond Gabriel Month Basin Basin Basin Total (AF) (AF) (AF) (AF) Oct-13 208.10 121.77 1,266.48 1,596.35 Nov-13 178.25 148.51 940.48 1,267.24 Dec-13 180.06 145.16 783.06 1,108.28 Jan-14 222.80 193.14 821.23 1,237.17 Feb-14 190.90 175.47 629.38 995.75 Mar-14 1.34 179.24 946.01 1,126.59 Apr-14 3.70 177.90 1,025.65 1,207.25 May-14 43.63 148.26 1,454.25 1,646.14 Jun-14 0.00 106.54 1,627.32 1,733.86 Totals 6,980.13 4,986.78 39,095.06 51,061.97 For planning purposes, ADD is a conversion of the three-year total to gallons per minute (gpm) 51,061.97 AF (43,560 ft2l 7.4 ) * 60 min gal day ADD = ( ) ) ( (24 10,543 gpm 1,096 da,s acre t3 1.8 Calculation of MDD and PHD Peaking Factors A peaking factor is the ratio of the target demand to ADD. Peaking factors were derived by analyzing SCADA data to develop and understanding of pressure zone level demand, sorting for the peak day and peak hour, and scaling to account for the historical peak month production and for attenuation. The intent was to derive a unique MDD and PHD peaking factor for each pressure zone directly from SCADA data; however, the SCADA system is relatively new and some data were incomplete due to SCADA register installation and calibration issues. As a compromise, certain pressure zones were analyzed in tandem and the results for individual pressure zones were extrapolated. Following is a description of the methodology and results. 2016 WATER MASTER PLAN UPDATE engineering in 1-9 ONE — LAND USE AND WATER DEMAND CITY OF ARCADIA 1.8.1 System Theory At any moment in time, demand with a defined system may be determined by the following relationship: AV Q = Qin - QOUt - At Where: Q is demand Q,,, is supply entering the system Q0U1 is supply leaving the system ofis the change in volume stored with respect to time There were sufficient data to calculate hourly demand for the three following systems: (1) System A: Zones 2 and 2A (2) System B: Zones 3 and 4 (3) System C: Zones 5 and 6 Note that demand represents all known and unaccounted-for water uses. These results were sorted to determine the MDD and PHD for each system for its corresponding SCADA data set. CaViI.TI^C 2016 WATER MASTER PLAN UPDATE engineering irnc 1-10 ONE — LAND USE AND WATER DEMAND CITY OF ARCADIA These demands were plotted and a best fit curve was applied, as shown in the following figure. Curve for Peaking Factors Relative to ADD Peaking Factors vs. ADD 8 , 7 6 ‘. U 2 5 f0 to 4 C m 3 --- 2 1 0 0 1000 2000 3000 4000 5000 6000 Pressure Zone ADD(gpm) • ADD vs.MDD Peaking Factor ---- Best Fit MDD Curve • ADD vs.PHD Peaking Factor ---- Best Fit PHD Curve The equations for the best fit curves are shown below, with ADD in units of gpm: MDD Peaking Factor = —0.211n(ADD) + 3.6 PHD Peaking Factor = —1.21n(ADD) + 12.9 2616\\ATER MASTER PLAN UPDATE engineering inc 1-11 ONE — LAND USE AND WATER DEMAND .:" CITY OF ARCADIA Application of the peaking factor equations to ADD for each zone is provided in the following table. Peaking Factors by Zone MDD PHD Zone Peaking Peaking Factor Factor 1 2.00 3.76 l A 2.40 6.02 2 1.95 3.49 2A 2.55 6.92 3 1.89 3.12 4 2.02 3.90 5 2.56 6.97 6 2.79 8.28 7 2.81 8.39 A summary of all steady state demand conditions by zone, through application of the peaking factors is provided in the following table. Summary of Steady State Demand Conditions Zone ADD MDD PHD (gpm) (gpm) (gpm) 1 2,039 4,078 7,667 lA 308 739 1,854 2 2,543 4,959 8,875 2A 146 372 1,010 3 3,463 6,545 10,805 4 1,814 3,664 7,075 5 140 358 976 6 47 131 389 7 43 121 361 O/M 2016 WATER MASTER PLAN UPDATE engineering inc 1-12 ONE — LAND USE AND WATER DEMAND CITY OF ARCADIA 1.9 Diurnal Curves SCADA data were analyzed to develop an understanding of diurnal fluctuation. Diurnal fluctuation described how demand changes over the course of the day. For purposes of planning, diurnal fluctuation is represented as the ratio of hourly demand to daily demand for each hour of a 24-hour period. There were sufficient data to calculate hourly demand for the three following systems of pressure zones: (1) System A: Zones 2 and 2A (2) System B: Zones 3 and 4 (3) System C: Zones 5 and 6 Demands within these systems are distributed by general land use type as shown in the following figure. Demand Distribution by System System Zones SFR2 MFRS C114 IRR5 A 2 &2A 47.5% 25.6% 25.6% 1.4% B 3 & 4 56.4% 13.2% 29.1% 1.3% C 5 & 6 97.0% 0.0% 3.0% 0.0% 2 SRF=Single Family Residential 3 MFR=Multi-Family Residential 4 CII=Commercial,Industrial,Institutional 5 IRR=Metered Irrigation VC 11°?fC 2016 WATER MASTER PLAN UPDATE eeg eer 1-13 ONE — LAND USE AND WATER DEMAND CITY'OF ARCADIA ;) \ i.9.1 Diurnal Fluctuation in System A System A includes Zones 2 and 2A. Diurnal fluctuation in this system during the summer follows the pattern shown in the following figure. Diurnal Curve for System A 1.9 1.8 1.7 1.6 1.5 1.4 1.3 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0.0 a a a a a a a a a a a a a a a a a a o_ n. d a d a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 (n V Cri .o s GO 01 O ri N N N (6 4 Cr) lO I. 00 Ol O -4 e-1 rl ri i-i Demand in System A breaks down as shown as follows. System A Demand Breakdown Zones SFR MFR CII IRR 2 &2A 47.5% 25.6% 25.6% 1.4% cc 2016 WATER MASTER PLAN UPDATE engineering inc 1-14 t ` ONE — LAND USE AND WATER DEMAND CITY OF ARCADIA :V { \?is 1.9.2 Diurnal Fluctuation in System B System B includes Zones 3 and 4. Diurnal fluctuation in this system during the summer follows the pattern shown in the following figure. Diurnal Curve for System B 1.7 1.6 1.5 1.4 1.3 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0.0 a a ¢ ¢ ¢ ¢ a a ¢ ¢ a a d a d d a a a a a a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9 0 0 9 9 0 0 0 9 N e-i N M V tf1 l0 r. W 0 O c-I N ;-i N M V Cr; l0 I:-: CO Ol O c-I e1 e1 c-I c-I e-i e--I Demand in System B breaks down as shown in the following table. System B Demand Breakdown Zone SFR MFR CII IRR 3 &4 56.4% 13.2% 29.1% 1.3% ill C 2016 WATER MASTER PLAN UPDATE engineeringTiitc 1-15 ONE — LAND USE AND WATER DEMAND CITY OF ARCADIA 1.9.3 Diurnal Fluctuation in System C System C includes Zones 3 and 4. Diurnal fluctuation in this system during the summer follows the pattern shown in the following figure. Diurnal Curve for System C 2.2 2.1 2.0 1.9 1.8 1.7 1.6 1.5 1.4 1.3 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0.0 < < < < < < < < < < < < a a a n. a n. a d a a a a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N M V Cr; tD h 00 LI1 l0 R W Ol Demand in System C breaks down as shown as follows. System C Demand Breakdown Zones SFR MFR CII IRR 5 & 6 97.0% 0.0% 3.0% 0.0% C> r. 2016 WATER MASTER PLAN UPDATE engineering inc 1-16 ONE - LAND USE AND WATER DEMAND CITY OF ARCADIA 1.9.4 Assignment of Diurnal Curves to Zones Based on a review of demand breakdown by zone and comparison to demands associated with the available curves, diurnal patterns were applied to each zone for analytical purposes, as shown in the following table. Assignment of Diurnal Curves Zone SFR MFR CII IRR Curve m - 1 93.0% 1.8% 3.3% 1.9% C l A 72.5% 7.2% 19.5% 0.9% C 2 44.8% 27.2% 26.5% 1.5% A 2A 84.0% 2.5% 13.0% 0.5% C 3 42.5% 18.2% 37.8% 1.6% B 4 82.7% 3.9% 12.6% 0.8% B 5 95.6% 0.0% 4.4% 0.0% C 6 100.0% 0.0% 0.0% 0.0% C 7 87.5% 0.0% 0.0% 12.5% C 1.10 Water Duty Factors & Unit Demand Factors To assist with estimating Average Day Demand associated with future development, demand factors have been developed for various land use types through the statistical analysis of billing and land use records. Generally, two types of demand factors have been developed to provide flexibility in future planning efforts. Details provided by developers and regional planners typically include acreages of specific land uses to be developed and/or the number and type of units to be constructed. For area based demand calculations, a Water Duty Factor is most appropriate. A Water Duty Factor has units of demand per area (e.g. gallons per minute per acre of medium density residential development). For planning unit based calculations, a Unit Demand Factor is most appropriate. A Unit Demand Factor has units of demand per planning unit (e.g. gallons per minute per medium density single family residential dwelling unit). Derivations of demand factors represent the mean plus one standard deviation(equivalent to the 84th percentile) of all City records for of a given data set (i.e. land use type) that 2016 WATER MASTER PLAN UPDATE engineering inc 1-17 Prge ONE - LAND USE AND WATER DEMAND WA CITY OF ARCADIA were continuously occupied from FY 2008-09 through FY 2013-14. These factors have been scaled up by 10%to account for water loss. 1.10.1 Single Family Residential Based on statistical analysis of billing data pertaining to continuously occupied single family residences, demand factors were developed in accordance with the City Planner's guidance on residential density, as shown in the following table. Single Family Residential Demand Factors Unit Water Duty SFR Density Demand Factor Factor (gpm/acre) (gpm/du) Residential Estate(up to 2 du/ac) 1.88 2.46 Very Low Density Residential(2-4 du/ac) 0.94 2.66 Low Density Residential(4-6 du/ac) 0.61 2.95 Medium Density Residential(6-12 du/ac) 0.48 3.30 The City expressed concern regarding the potential change in demand resulting from smaller single family dwelling units being replaced with larger single family dwelling units. Assuming no change in the size of the lot, there would be a potential increase in indoor demand and a simultaneous and proportional decrease in irrigable area. An analysis of residential demand patterns focusing on the correlation between residential structure area and irrigable area was inconclusive. It was determined that the incremental increase in indoor demand and the incremental decrease in irrigation demand are statistically insignificant. 1.10.2 Multi-Family Residential Based on statistical analysis of billing data pertaining to continuously occupied multi- family residences, demand factors were developed in accordance with the City Planner's guidance on residential density, as shown in the following table. c 2016 WATER MASTER PLAN UPDATE C Vie engggrneering me 1-18 t ONE — LAND USE AND WATER DEMAND ,.;j CITY OF ARCADIA Multi-Family Residential Demand Factors Unit Demand Water Duty MFR by Lot Size Factor Factor (gpm/du) (gpm/acre) 0.5 Acres and up 4.11 4.83 0.25 Acres to 0.5 Acres 1.84 4.86 0.167 Acres to 0.25 Acres 1.15 6.13 Less than 0.167 Acres 0.72 4.72 It should be noted that the concept of multi-family residential includes apartments, condos, townhouses, duplexes, triplexes and similar land uses. 1.10.3 Commercial Since there is wide variation of commercial applications, three methods are provided for estimating commercial demands: lots size, building size, and units of 1,000 square feet of commercial space. These factors apply to applications that are not water intensive. Water intensive applications were removed from the data set so as not to skew the results. Water intensive applications include demands at the Santa Anita Racetrack, the Los Angeles County Arboretum, golf courses, and the Rusnak car dealerships. Demand factors based on lot size,building size, and square footage are illustrated as follows. Commercial Demand Factors Based on Lot Size Commercial Water Duty Lot Area Factor (gpm/acre) 0.5 Acres and up 3.34 Less than 0.5 Acres 4.14 Demand Factors Based on Building Size Commercial Unit Demand Building Size Factor (gpm/building) 10,000 SF and up 6.78 5,000 SF to 10,000 SF 1.88 3,000 SF to 5,000 SF 1.05 Less than 2,000 SF 0.83 fel C 2016 WATER MASTER PLAN UPDATE engineering inc. 1-19 # ONE — LAND USE AND WATER DEMAND CITY OF ARCADIA Demand Factors Based on Square Footage Commercial Unit Demand Building Size Factor (gpm/1,000 SF) 3,000 SF and up 0.28 Less than 3,000 SF 0.45 1.10.4 Mixed Use The following table provides a unit demand factor considering thousands of square feet of mixed use space as a unit. Mixed Use Unit Demand Factor Based on Square Footage Water Duty Land Use Factor (gpm/1,000 SF) Mixed Use 0.26 1.10.5 Schools The following table provides a water duty factor for schools. School Water Duty Factor Water Duty Land Use Factor (gpm/acre) Schools 1.01 1.10.6 Major Medical The following table provides demand factors for major medical facilities. Major Medical Demand Factors Unit Demand Water Duty Land Use Factor Factor (gpm/1,000 SF) (gpm/acre) Major Medical 0.10 4.76 CCC 2016!'WATER MASTER PLAN UPDATE eng ni eering inc 1-20 ONE — LAND USE AND WATER DEMAND CITY OF ARCADIA. 1.10.7 Churches The following table provides demand factors for churches. Church Demand Factors Unit Demand Water Duty Land Use Factor Factor (gpm/1,000 SF) (gpm/acre) Churches 0.35 2.25 1.10.8 Hotels The following table provides units' demand factors for hotels. Hotel Unit Demand Factors Unit Demand Unit Demand Land Use Factor Factor (gpm/1,000 SF) (gpm/room) Hotels 0.23 0.13 1.11 Metered Irrigation There are 218 irrigation meters in the City's billing database, which account for approximately 1.5% of total demand. Actual use of water for urban irrigation is likely between 50% and 60% of total demand. As a result, irrigation as a metered water use is not well reflected in billing records. The following figure provides some insight into seasonal variation in demand to account for changes in irrigation requirements. 2016 WATER MASTER PLAN UPDATE engineering inc 1-21 ONE — LAND USE AND WATER DEMAND CITY OF ARCADIA Irrigation Demand Relative to Total Production 16,000 14,000 12,000 10,000 a 8,000 II II 11 l7 6,000 4,000 2,000 0 M V LI'1 l0 I� 00 m 0 ci N M 9 9 9 9 9 9 9 •Historical Production •12-month Running Average Production — — —Estimated Indoor Demand In 2001, the University of California published guidance6 on lawn watering across the state. Per the guidance, unit factors were derived for warm-season turf grasses and cool- season turf grasses, as shown in the following table. Irrigation Requirement for Turf grass Unit Demand Type of Turf Factor (gpm/acre) Warm-Season Turf grasses 2.19 Cool-Season Turf grasses 2.92 Per the guidance,turf may be differentiated as follows: Warm-season grasses include hybrid Bermuda, common Bermuda, Zoysia, Saint Augustine, kikuyu. Broad-leafed groundcover has similar water requirements to those of warm-season grasses. 6 University of California.(2001). Lawn Watering Guide for California. Agricultural and Nature Resources Publication 8044.http://ucanr.edu/files/47995.pdf 2016 WATER MASTER PLAN UPDATE engine rig Inc 1-22 ONE — LAND USE AND WATER DEMAND CITY OF ARCADIA - Cool-season grasses include tall fescue, Kentucky bluegrass, annual and perennial ryegrass, and bent grass. 1.12 Water Use Reduction Related to New Construction The Water Duty Factors and Unit Demand Factors provided in the previous subsection are valid for estimating existing demand. However, new construction is subject to new water use efficiency standards. Per the USEPA7: California issued new building standards on July 17, 2008, which will mandate that all new construction reduce...water use by 20 percent, and water for landscaping by 50 percent. . The proposed green building code changes will take effect on a voluntary basis on July 1, 2009, and then will become mandatory in 2010. Per the California Building Standards Codes: §603.2 20% Savings. A schedule of plumbing fixtures and fixture fittings that will reduce the overall use of potable water within the building by 20%shall be provided. §604.2 Potable water reduction. Provide water efficient landscape irrigation design that reduces by 50%the use of potable water beyond the initial requirements for plant installation and establishment. Using historical data, we can approximate indoor water use as 45% of total demand, and outdoor water use as 55% of total demand. Applying the building code mandates for water use reduction, we should adjust demand factors for future water use by 36.5%: Reductionindoor + Reductionoutdoor = (20%)(45%) + (50%)(55%) = 36.5% 1.12.1 Use of Water Duty Factors and Unit Demand Factors One of the purposes of this Water Master Plan is to provide a basis for the analysis of the impact of future development on the distribution system. To determine the demand associated with a new development,use of the following procedure is recommended: 7 USEPA.http://www.epa.gov/statelocalclimate/state/tracking/individual/ca.html.(Site accessed February 20,2015). 8 California Green Building Standards Code. http://www.documents.dgs.ca.gov/bsc/prpsd stds/combined green et 7 08.pdf Cl!bILL'L'C 2016 WATER MASTER PLAN UPDATE engineering inc 1-23 ONE — LAND USE AND WATER DEMAND CITY OF ARCADIA 1. Determine the type or types of land use to be included in the development. 2. Determine the acreage of each land use and multiply those acreages by the appropriate Water Duty Factor to fmd the demands, then sum up all the demands. 3. Determine the number of units of each land use and multiply those units by the appropriate Unit Demand Factor to fmd the demands, then sum up the demands. 4. Take the higher of the two sums computed above, or the sum that most justifiable based on available data, as the demand for the development. 5. In the case of redevelopment or densification, estimate the demand to be removed, if any, in a similar manner or by analysis of historical billing records for the subject area. 6. Reduce the demand associate with the new development by 36.5% to account for mandated building code water use efficiency. 7. The incremental increase in demand will be the demand for the new development less the demand to be removed. 1.12.2 Future Demand Future demand projections must account for the impacts of development and water conservation. The City is essentially built out and nearly 100% occupied. Few major new developments are anticipated; however, more transformative forms of development are expected included infill, subdivision of large lots, densification and the implementation of changes described in the General Plan related to Land Use Focus Areas. Infill, subdivision and densification must be reviewed on a case by basis. The impact of Land Use Focus Areas is discussed in the following subsections. 1.12.3 Downtown Arcadia In a 68.7-acre area generally bounded by Colorado Blvd. on the north, 2nd Avenue on the east, Huntington Drive on the south and Santa Anita on the west, the General Plan foresees the gradual replacement of existing Single Family Residential, Multi-Family Residential and Commercial demands with Mixed Use demand at an FAR of 1.0 to support anticipated activity in the vicinity of the Metro Gold Line Extension. c r 2016 WATER MASTER PLAN UPDATE engineering inc 1-24 ifi ONE — LAND USE AND WATER DEMAND CITY OF ARCADIA Downtown Arcadia Land Use Focus Area - lS-'4rxr ' L-Nf-;v aria n..r t„� J.. _.. _..e.-.- -y � w .-a_,,, m=om -t 1 3 O(IO St -+, F �a -. �� tot , S•i ir fi;m11 MN -fit Of t o a° . _� - - I . :.,.. a 1 wk all*a� c .. lii V.,�ae Based on analysis of existing accounts associated within the area, 99 gpm of existing demand will be • replaced. This will be replaced with a maximum build out demand for I] the area of approximately 780 gpm,based on the following assumptions. 68.7 acres' times a floor area ratio (FAR) of 1.0 means a maximum of about 2,993,000 square feet of space. Multiplied by the unit demand factor for mixed used land use yields 778 gpm: 0.26 gpml _ (1,000's of SF)(UDFMIxect Use = (2.993 units) ( unit I 778 gpm As adouble-check, the General Plans describes a series of three-story buildings with commercial space on the ground floor and residential space on the upper floors. Assuming one third of the floor space is commercial and treating the entire area as multi- family use yields 781 gpm, as shown in the following table. C 2016 WATER MASTER PLAN UPDATE eng�neenngInc 1-25 ONE — LAND USE AND WATER DEMAND CITY OF ARCADIA Downtown Arcadia Demand Calculation Land Use Qty Unit Factor Unit Demand (gpm) Commercial 998 1,000s SF 0.45 gpm/1,000 SF 449 MFR [0.5 acres and up] 68.7 acres 4.83 gpm/acre 332 Total 781 The maximum incremental change in demand associate with build-out of the Downtown Arcadia Land Use Focus Area is estimated at an increase in ADD of 400 gpm: (780 gpm)(1 — 0.365) — 99 gpm = 400 gpm 1.12.4 First Avenue and Duarte Road The First Avenue and Duarte Road Land Use Focus Area features the gradual replacement of existing commercial demands along Duarte Road between Santa Anita Avenue and 3rd Avenue and along 1St Avenue between Duarte Road and Diamond Street. 2016 WATER MASTER PLAN UPDATE � 1-26 engineering inc ifi ONE — LAND USE AND WATER DEMAND CITY OF ARCADIA Wil 1St Avenue and Duarte Road Land Use Focus Area LiL¶LL I !� DWMOND ST — _ lu_III114 11 I ` _ - I .1' r iti—ELDORADO ST EL OORA 5T W. °/I ! I _ 1 II. ' 1 111 I FANO ST - r -11- 111 : , < - . � 1 1 _ gENOA ST 1 1 �;L ;-' 1 X11111 _ ( o' i 1=---- _ 1i11: : _ -- AL.1LE ST 11Urt 4 'I'll I I [[I-i If A= -- - 1 LU LILLE ST r — Ill 11111 b - - 11 - - - -- DuAp1EkD ---- I - `r ELLEN Mn ..... 11_1 NFE G PL — L55. ] A r T LEuNO. 171--- 4r—I=1 r ♦r�9 H---r1NL ST_ U --�-.ACNArIaTA i Commercial(0.5 FAR) I_ `r= M EC hiked Use(22-30 du/ac& 1.0 FAR) ' — V ■- MAGNA VISTA { 1 ii. L Based on analysis of existing accounts associated within the area, 56 gpm of existing demand will be replaced. This will be replaced with a maximum demand of approximately 279 gpm, as shown below. C1V TTk C; 2016 WATER MASTER PLAN UPDATE engineering inc. 1-27 ONE — LAND USE AND WATER DEMAND CITY OF ARCADIA 1St Avenue & Duarte Road Demand Calculation Land Use Qty Unit Factor Unit Demand (gpm) Commercial(Duarte Road) 471 1,000 SF 0.28 gpm/1,000 SF 132 Mixed Use(1st Avenue) 565 1,000 SF 0.26 gpm/1,000 SF 147 Total 279 The maximum incremental change in demand associate with build-out of the 1st Avenue &Duarte Road Land Use Focus Area is estimated at an increase in ADD of 120 gpm: (279 gpm)(1 — 0.365) — 56 gpm - 120 gpm 1.12.5 Live Oak Avenue The Liv Oak Avenue Land Use Focus Area features the gradual replacement of existing commercial demands along Live Oak Avenue and Las Tunas Drive between El Monte Avenue and the Rio Hondo Flood Control Channel as shown in the following figure. Live Oak Avenue Land Use Focus Area a W.illluIIil:i■IIIi -,i.,. .war s == gri r1• r.i■ - 1■■i ;ice _�>si; �� .!. ..� ■...!!■ ■i■• i\ win" arm An ' �� mar. ; � air.,� -put` �' II . d lIlll�.�1■1 .a_rl- ■■..Ill.. �*. E. .I� im— a� '� as .`�aaa --'�� ■.ate,�ri11►�[t■■ ,.i t � ;1111411111.10.%2 ira.♦r1■ �WF gii:= r1 ■A,..= =— — . II nun nuns 1.111111.=r aa■ .. __ ... _. !0 : �. — ris! 11 1■11\,11111■■Ino.,,H■1110!rC !■..� ...=1, m. .—ii� - j=r aw .... ,e � ,/ I4IS*'*I rjr I ,. `� 1'� ff'% 111►1ihllil ,■1 ,�.. r._+_ IV 1111 _ t-- r 111111111111111111 ,... ..= .. ;Op Delsy ReElOe 3I;12-30 au'x? , _ llt�111111N111 �.. '. �?commercial 10 5 FAR1 Si r �t`�^Illy.! r• ..'� '."�i.— 777.MU[ed Uae;22-X dua 6 1.0 FAR • I1111i111U11 II r! �'��1� s +, � glllllll 111111N cant era Hltugk F9ausata;]$FAR: 1 �. I..'r Olen F.ryae-Rf6O tei Prole calm �' ~ .+ *1 �.. a�*r �� /t U 1111 MI _ . ..010 • Based on analysis of existing accounts associated within the area, 61 gpm of existing demand will be replaced. This will be replaced with a maximum demand of approximately 713 gpm, as shown in the following table. CIC 2016WATER MASTER PLAN UPDATE engineering`Inc 1-28 • • ONE - LAND USE AND WATER DEMAND CITY OF ARCADIA Live Oak Demand Calculation Land Use Qty Unit Factor Unit Demand (gpm) High Density Residential 17.5 Acres 4.83 gpm/acre 85 Commercial & Light Industrial 664 1,000 SF 0.45 gpm/1,000 SF 299 Mixed Use 1,266 1,000 SF 0.26 gpm/1,000 SF 329 Total 713 The maximum incremental change in demand associate with build-out of the Live Oak Land Use Focus Area is estimated at an increase in ADD of 120 gpm: (713 gpm)(1 — 0.365) — 61 gpm = 390 gpm 1.12.6 Lower Azusa Road Reclamation Area The Lower Azusa Road Reclamation Area is a 92.4-acre area generally bounded by the San Gabriel River on the east, the Hanson Gravel Pit on the north, and existing residential properties in the City of El Monte on the west and south, as shown in the following figure. Lower Azusa Road crosses the southern portion of the area. Note that existing development south of Lower Azusa Road is currently served by the San Gabriel Valley Water Company. The portion of the area north of Lower Azusa Road is currently undeveloped and lies within the City's Sphere of Influence. The General Plan foresees the expansion of industrial use provided an appropriate buffer between the development and the surrounding residential neighborhoods is integrated into planning efforts. c c 2016 WATER MASTER PLAN UPDATE engineering inc 1-29 • ONE - LAND USE AND WATER DEMAND -A- CITY OF ARCADIA Lower Azusa Road Land Use Focus Area wrir4r11,1117,414711114f P, rztifiP 4 p .1114,110990111 4 ail g NOV 14, 1411SiA, -...,., #4IPAT ,&41471111triM IT itipwir 1114Viire.i 41111117 rAwilitiVito * 41W4II AP* Ar ii4P, &IN* 4r... ur. klikkAllaillt 11111170110* poolt, Atipja, 3/41 ire 446Nib, Ilrifitikititrits !WI, *IA plikci iv FArlailli if lifA flier, .1.4%.401,44 Jill Iripar atitetais_ 1411%04*111P7 it:: Itikii.: .14 irlfirlyli t "Iiiiiiiii. tr.7444141mt .11.4,4" r ',or ia? . /i k ,AMI. ,._ 'tit 00,10,01.14 'II rJ� * it 11E140►Yit1'i F °-i•'kLt The General Plan provides insufficient clarity to determine how demand would change within the Lower Azusa Road Reclamation Area as a result a development. Analysis should proceed on a case by case basis in coordination with developers. ¢�__e��G 2016 WATER MASTER PLAN UPDATE engineering inc. 1-30 ii ONE — LAND USE AND WATER DEMAND CITY OF ARCADIA vAll 1.12.7 Baldwin Avenue and Duarte Road The Baldwin Avenue and Duarte Road Land Use Focus Area is a 1,764-acre area generally bounded by Huntington Drive on the north, Golden West Venue on the west, La Cadena and Lovell Avenues on the east, and Camino Real Avenue on the south. The General Plan does not suggest a land use transition in this area; rather, incentives to redevelop in a more pedestrian-oriented manner are provided. Redevelopment without a change in land use should results in lower water demand as new construction will be subject to the efficiencies associated with the current building code. Analysis should proceed on a case by case basis in coordination with developers. 1.12.8 Santa Anita Park The Santa Anita Land Use Focus Area includes approximately 85 acres currently occupied by paved surface parking. The current water demand is essentially zero, consisting of irrigation for several dozen trees that line portions of the parking area. Per the General Plan, a maximum of 1,111,000 square feet of commercial space will be developed. The maximum increase in demand associated with build-out of the Santa Anita Park Land Use Focus Area is estimated at an ADD of 320 gpm: (1,111,000 SF) (0.45 gpm 1,000 SF)(1 — 0.365) 'L=. 320 gpm 1.12.9 Summary of Land Use Focus Area Impacts The following table provides an overview of the impacts associated with build out of the Land Use Focus Area identified in the General Plan. Summary of Land Use Focus Area Impacts Land Use Focus Area Water Demand Impact Downtown Arcadia Increase of 400 gpm at build-out First Avenue and Duarte Road Increase of 120 gpm at build-out Live Oak Avenue Increase of 390 gpm at build-out Lower Azusa Road Reclamation Area TBD on a case-by-case basis Baldwin Avenue and Duarte Road Net reduction TBD on a case-by-case basis Santa Anita Park Increase of 320 gpm at build-out 2016 WATER MASTER PLAN UPDATE engineering inc 1-31 \\\'1 A. ONE — LAND USE AND WATER DEMAND CITY OF ARCADIA The City may expect a maximum increase in ADD of 1,230 gpm from build-out of the Land Use Focus Areas, although the impacts of the Lower Azusa Road Reclamation Area and Baldwin Avenue and Duarte Road Area are undetermined at this time. The actual demand increase will be dependent on maximization of space by developers to achieve the allowable densities and floor area ratios. In addition, the precise impact of the building code on water use efficiency for new construction is uncertain because it may be calculated by various means as part of the construction permitting process. 1,230 gpm represents an increase from current demand of 11.7%: Demand Increase _ 1,230 gpm _ Current Demand 10,543 gpm — 11.7% 1.13 Demand Forecasting A model was developed to assist with demand forecasting. The Demand Model takes into account the influences of population growth, temperature, precipitation and macroeconomics on water demand. The general equation for the Demand Model is as follows: Q = f(P,T,R,G) = [a(P + b)][1 + c(T — T0)][1 — ln(dR + 1)][1 + e(G — G)] Where: Q is demand P is population b is the influence on demand not related to population a is the population multiplier T is temperature To is the low point where temperature change no longer influences demand c is the temperature multiplier R is precipitation(i.e. rain) d is the precipitation multiplier accounting for regional soil saturation G is growth rate in gross domestic product(GDP) G is the historical average growth rate in GDP e is the GDP growth rate multiplier c 2016 WATER MASTER PLAN UPDATE vil engineering inc 1-32 ONE — LAND USE AND WATER DEMAND CITY OF ARCADIA A R :\DIA The Demand Model was calibrated to predict average demand for a target month as follows: Q = [0.1044(P +9,200)][1 + 0.0475(T—53)][1 — In(0.0278R + 1)][1 +26.7(G —0.0024)] Where: Q is demand in gpm P is estimated residential population served T is the monthly average temperature in degrees Fahrenheit taken at four continuously monitored NOAA weather stations: LA Downtown, San Gabriel Fire Station,Pasadena and Pomona Fairplex R is the total monthly precipitation in inches taken at four continuously monitored NOAA weather stations: LA Downtown, San Gabriel Fire Station, Pasadena and Pomona Fairplex G is the annual growth rate in gross domestic product (GDP) as determined by Macroeconomic Advisers LLC9, and is capped of 0.0024 1.13.1 Demand Model 9http://www.macroadvisers.com/assets/MA-Monthly-GDP-index 14.xlsx 2016 WATER MASTER PLAN UPDATE engineering inc. 1-33 itrOA TWO — WATER QUALITY CITY OF ARCADIA i ,\H \ 2.0 WATER QUALITY 2.1 General Description The United States Environmental Protection Agency (EPA) and the California Department of Public Health(CDPH) are the public agencies responsible for drafting and implementing regulations that ensure drinking water is safe to consume. EPA and CDPH establish drinking water standards that limit contaminant concentrations in water provided to the public. Local agencies involved in water quality issues include Main San Gabriel Basin Watermaster, Raymond Basin Watermaster, the Water Quality Authority (WQA) and Los Angeles Regional Water Quality Control Board(LARWQCB). 2.2 Safe Drinking Water Act The federal government, with the passage of the Safe Drinking Water Act (U.S. Congress, 1974) through the EPA, was given the authority to set drinking water quality standards for all drinking water delivered by community (public and/or private) water suppliers. The SDWA requires two types of standards: primary and secondary. Primary standards are enforceable and intended to protect public health, to the extent feasible, using technology, treatment techniques, and other means, which the EPA determines are generally available on the date of the enactment of the SDWA. Primary standards include performance requirements (Maximum Contaminant Levels, or MCL's) and/or treatment requirements. The SDWA also contains provisions for secondary drinking water standards for MCLs on contaminants that may adversely affect odor or appearance of water. Secondary standards are not enforceable. The SWDA has established processes for identifying and regulating drinking water contaminants to protect human health. The Candidate Contaminant List and the Unregulated Contaminant Monitoring Rule are scientifically rigorous processes for determining the appropriate status of currently unregulated contaminants. Regulations regarding these processes were enacted by amendment to the SDWA in 1996 to address emerging constituents. 2.3 Consumer Confidence Report Water utilities in California have been required to provide an annual report to their customers since 1991, which summarizes the prior year's water quality and explains important issues regarding their drinking water. In 1996, the United States Congress reauthorized the Safe Drinking Water Act (SDWA), which was originally passed in 1974 and later amended in 1986. The 1996 reauthorization called for the enhancement of nation-wide drinking water regulations to include important components such as source water protection and public information. The Arcadia 2014 Water Quality Report was prepared in compliance with the consumer right-to-know regulations required by the SDWA 1996 amendments and is provided as part of this Appendix. 2015 WATER MASTER PLAN UPDATE 2-1 engineering Inc WIN i TWO — WATER QUALITY CITY OF ARCADIA ARCADIA 2.4 MSGB Watermaster Projections The portion of the City south of the Raymond Fault overlies the Main San Gabriel Basin. Per the Five-Year Water Quality and Supply Plan 2013-12 to 2017-18 Draft (November 2013), the Main San Gabriel Basin Watermaster provided projections for wells vulnerable to VOC,nitrate and perchlorate contamination. 2.4.1 MSGB VOC Contamination The following figure illustrates well locations in the vicinity of the City projected to be vulnerable to VOC contamination levels above the MCL through 2018. MSGB Projection for VOC Contamination City Boundary • ACTIVE WELL o INACTIVE OR BTANORV riELL A St.Joseph Well S .., . A� • "wwilliiir ii I . iii 0 ii I R _ .+m Longden Wells p is up los I driiipippo , i i 1 ,f 4b is •, ii kit d_• 4, . *----4 — dal* r voilf I , , , 0 q _ 4 CC 2015\0 A s LR 1.tAS"'Ek FLATy UPDATE engineering inc 2-2 444 TWO — WATER QUALITY t CITY OF ARCADIA The St. Joseph Well and the Longden Wells will be impacted. The St. Joseph blending plan accounts for historical PCE concentration in production from the St. Joseph Well. The Longden Wells have onsite treatment for VOC's. No action is anticipated to respond to projected VOC contamination in the Main San Gabriel Basin through 2018. 2.4.2 MSGB Nitrate Contamination The following figure indicates well locations in the vicinity of the City projected to be vulnerable to nitrate contamination levels above the MCL through 2018. MSGB Projection for Nitrate Contamination City Boundary St.Joseph Well � , - ,„ • -fit . .i�c. }. .. _ i t Longden Wells OW IE Live Oak Well 00 41. IF The St. Joseph Well,the Longden Wells and the Live Oak Well will be impacted. The St. Joseph blending plan accounts for historical nitrate concentration in production from the St. Joseph Well. The Longden blending plan accounts for historical nitrate concentration �� 2015 WATER MASTER PLAN UPDATE engineering in 2-3 krir TWO — WATER QUALITY CITY OF ARCADIA in production from the Longden. There is currently no blending plan or treatment for the Live Oak Well. In response to projected nitrate contamination in the Main San Gabriel Basin through 2018, the City may need to implement nitrate blending or treatment for the Live Oak Well. 2.4.3 MSGB Perchlorate Contamination The following figure illustrates well locations in the vicinity of the City projected to be vulnerable to perchlorate contamination levels above the MCL through 2018. MSGB Projection for Perchlorate Contamination City Boundary • ACT NE WELL 0 R ACT VE OR TrINDBY WELL A St.Joseph Well 4 ti I I ----1/ t ei i 11111111 t lio irk) I Mai //,- * 1 a. • • R ., ., , 7 / / . The St. Joseph Well will be impacted. The St. Joseph blending plan accounts only for historical nitrate and PCE concentration in production from the St. Joseph Wells. There is currently no perchlorate blending plan or treatment for the St. Joseph Well. In response to 2015 WATER MASTER PLAN UPDATE engrneerrng uu 2-4 `# f TWO — WATER QUALITY s, l CITY OF ARCADIA projected perchlorate contamination in the Main San Gabriel Basin through 2018, the City may need to either(1) request an amendment to the current St. Joseph blending plan to account for perchlorate, or (2) implement perchlorate treatment for the St. Joseph Wells. 2.4.4 WQA Assessment of VOC Contamination The portion of the City south of the Raymond Fault overlies the Main San Gabriel Basin. Per the San Gabriel Basin Groundwater Quality Management and Remediation Plan "§406 Plan" (February, 2015), the San Gabriel Basin Water Quality Authority (WQA) provided maps of VOC plumes impacting the basin. The following figure provides a snapshot from 2011 of VOC concentrations monitored by WQA in the vicinity of the Baldwin Park Operable Unit. VOC Monitoring by WQA i 1 City Longden Wells Boundary 2011 VOC Contamination f/¢ Detection to MCL °L .r MCL to 10X MCL rte" 10X MCL to 20X MCL 20X MCL to 100X MCL A - 100X MCL to 1,000X MCL '— Live Oak Well Per the map, there are small areas of detectable VOC concertation in the vicinity of the Longden Wells and the Live Oak Well. c 2015 WATER MASTER PLAN UPDATE engineering inc. 2-5 IP1 ili lit p TWO — WATER QUALITY :f CITY OF AR.CADIA 1 In addition, WQA identifies remediation of the St. Joseph Well as a potential project. WQA provides the following information on the St. Joseph Well remediation from Appendix B of the §406 Plan: SAN GABRIEL BASIN WATER QUALITY AUTHORITY SAN GABRIEL BASIN GROUNDWATER MANAGEMENT AND REMEDIATION PLAN Table 4-Additional Existina and Potential Projects Basinwide WILL NMI TRUATME NI ESTIMATE D[_LISTS (3) CAPACITY(GPM) ST. JOSEPH .G.A.C,Kliaex:e-tiv_-e S 5,250.000 3,000 (3)STETSON ENGINEERS ESTIMATE JANUARY 00` 2.4.5 Raymond Basin Contamination The City's wells in the Raymond Basin are vulnerable to contamination. Per DWR, groundwater in Santa Anita Subarea and the southeast portion of the Pasadena Subareas of the Raymond Basin are contaminated with nitrate and VOCs. Contamination in Raymond Basin ® iMonk Hill • lib Pasadena • Santa Aga • • Cb • • Legend 0 • Nitrate above 10 rtgfL 0 Perchlorate above 6 ppb vv+E O TCE-PCE above 5 ppb 0 0.5 1 2 3 4 s Miles 4.<4.< 2015 WATER MASTER PLAN UPDATE engineering inc 2-6 FT FR TWO — WATER QUALITY CITY OF ARCADIA ILA A Numerous wells throughout the Raymond Basin have been impacted by nitrate, a result of historical agricultural practices and septic tank effluent. Most of the higher concentrations of nitrate are found in the shallower portions of the Raymond Basin. If new wells are constructed in the Raymond Basin, the City may consider setting the perforations deeper to avoid shallow contamination. 2.5 Current and Pending Water Quality Legislation and Regulations Changes to water quality regulations and standards and the review of legislation is closely monitored by numerous stakeholders including EPA, CDPH and AWWA. The following sections provide a summary of pressing issues cited by these agencies that may impact the City. 2.5.1 Hexavalent Chromium Hexavalent chromium, also known as chromium 6, is now regulated by the state at an MCL of 10 µg/L. Per the City's 2013 Water Quality Report, the highest level of hexavalent chromium concentration measured in the local groundwater was 8.9 gg/L. This is up from 3.6 µg/L in 2012, up from 3.6 µg/L in 2011 and down from 13 µg/L in 2010. The City is currently compliant. In the event of high hexavalent chromium concentrations associated with specific wells in the future, the City may consider amending an existing blending plan, removing the impacted well from service, or implementing treatment pending further investigation. 2.5.2 Sustainable Groundwater Management Act In response to implementation of the Sustainable Groundwater Management Act, the Department of Water Resources (DWR) released the Groundwater Sustainability Program Draft Strategic Plan in March 2015. It is anticipated that the Main San Gabriel Basin Watermaster, the Water Quality Authority and the San Gabriel Valley Water Association will work cooperatively to comply with the Act on behalf of purveyors with rights in the Main San Gabriel Basin. It is unclear at this time how the Sustainable Groundwater Management Act will directly impact the City. 2.5.3 EDCs and Pharmaceuticals There are increasing concerns over the detection of endocrine-disrupting compounds (EDCs) and other pharmaceutical in water. Per AWWA, both non-point source runoff and sewage effluent from properly operated waste treatment plants may contain minute traces of these compounds. Some minute quantities of these products will pass through animals and humans who use them, and enter the waste stream. They are typically not 2015 WATER MASTER PLAN UPDATE engineenng inc 2-7 IFAI 11 TWO — WATER QUALITY CITY OF ARCADIA N completely destroyed or removed by wastewater treatment processes. The concern does not stem from the detected concentrations of these compounds, but from their mere existence. As detection instruments become more and more sensitive, extremely low concentrations of constituents in water can be detected. Modern devices are now able to detect compounds at the parts-per-trillion level, and are breaching the parts-per- quadrillion boundary in some cases. To date, however, no concentrations of EDCs or pharmaceuticals have been detected which pose a health risk. Benchmarking and research into treatment options is ongoing. The impact on the City is unknown at this time. It is recommended the City monitor legislation regarding potential development of MCLs for EDCs. 2.5.4 Groundwater Replenishment Reuse CDPH has developed regulations10 for groundwater replenishment with recycled municipal wastewater. These regulations would provide guidance, standards and requirements for the implementation of a Groundwater Replenishment Reuse Project (GRRP). A GRRP sponsor would be responsible for demonstrating project feasibility, compliance and monitoring. Upper San Gabriel Valley Municipal Water District (USGVMWD) has obtained funding to study the feasibility of acting as a GRRP sponsor to bring recycled water to the Main San Gabriel Basin for replenishment purposes (DOI,2012): Upper District Indirect Reuse Groundwater Replenishment Project Upper San Gabriel Valley Municipal Water District Federal Funding: $150,000 Non-Federal Funding: $160,000 The Upper San Gabriel Valley Municipal Water District will investigate and seek solutions to reverse diminishing groundwater supplies in the main San Gabriel Basin. The objective is to offset current interruptible imported supplies with 10,000 to 20,000 acre-feet annually of locally supplied recycled water within the next 8 to 13 years. The feasibility study will evaluate multiple sources of reclaimed water and compare these alternatives against a "no project" alternative in order to determine the best method for replenishment for the study area. The City may have opportunity to participate as member agency in the USGVMWD project, depending on the outcome of the study. 10 http://www.cdph.ca.gov/certlic/drinkingwater/Documents/Recharge/DPH-09-009- GWReplenishmentwithRW RegText 20130626.pdf C1V 3'J'tLC 2015 WATER MASTER PLAN UPDATE engineering inc 2-8 THREE — SOURCE OF SUPPLY NMI CITY OF ARCADIA 3.0 SOURCE OF SUPPLY 3.1 Raymond Basin The following discussion of the Raymond Basin is a compilation of information and data from multiple sources including: • Raymond Basin Management Board, 2013-2014 Annual Report • Department of Water Resources • Metropolitan Water District of Southern California • City of Arcadia 2010 Urban Water Management Plan • Upper San Gabriel Valley Municipal Water District 2010 Urban Water Management Plan • City of Arcadia production data 3.1.1 Raymond Basin Adjudication The Raymond Basin Judgment has accomplished a number of groundwater management objectives, including: (1) specifying the operating safe yield in the various subareas of the Raymond Basin, (2) addressing rights to capture and recapture surface water for spreading and percolation, (3) specifying groundwater pumping rights of the parties, (4) allowing for 10%over-pumping to be made up in the following year, and (5) allowing for 10%carryover for one year. The Judgment establishes the Raymond Basin Management Board as watermaster with specified powers and responsibilities, including: (1) protecting the long-term quantity and quality of the groundwater supply, (2) utilizing the groundwater storage capacity of the basin for the maximum advantage of the parties, (3) integrating surface and groundwater supplies, and (4) advancing mutual cooperation. 2016 WATER MASTER PLAN UPDATE engrneering inc 3-1 l THREE — SOURCE OF SUPPLY CITY OF ARCADIA 3.1.2 Physical Description of the Raymond Basin Per MWD (2007) and DWR (2004), the Raymond Basin is located in the northwestern portion of the San Gabriel Valley and includes the communities of Sierra Madre, Arcadia, Pasadena, La Canada-Flintridge and unincorporated areas of Los Angeles County. The Raymond Basin is bounded by the San Gabriel Mountains to the north, the San Rafael Hills to the west and the Raymond fault to the south and southeast. As shown , the Raymond Basin is divided into three subareas defined by differences in elevation and groundwater flow directions: (1) Monk Hill Subarea in the northwest, (2) Pasadena Subarea in the center, and(3) Santa Anita Subarea in the east. .� S� G� ..11 Nnago-a Cdyof I I J I Kernoda hnaaton Qst•ct C mow. 1. EL f' -ate ' I Pe add.CRy of La Canada I rgat�u D,str,t RI moon � Hprvy a, z �. ��.� ,y E.Hun LC .y. nai and M Gm © : Las E was Water Cumoa•�r D y i 4 �"� -, ', $ �3s Pasadena Gamete+), 1 conpa.Aven ad Wate. ,k '7'!r.. v,,,5 R. Canty:Lw d and t 1 1 E 11 Paeadona,City of `w I Water A soaatgn cif ... .,-1 ` ` -.. - _.. . San Gaora County Watc• 4 G, �� `3" `� Sparta Marne.Cay of © Drs6^.a CaYfonna-A/pennn Waters r1 r.��,r N. I I-l I Coawany 1 1 J 1 Sd1”1E Snde Nuts,Camoany r M , ,r - ", J. f 101 East Pasadena omom+y Water El ve�ley water Colman), 4- 7 L (((`�0 4e a _ Raymond Basal Boun dan' —.... Base r \ X14 ' , S ` - m ''. Santa I ',, fie.R a : /�' c . , T outs }� ,- F ` t don ierta Madre Saws mating Grounds , t tr y, _ _ t* :''} PASAD i SANTA t. ♦ " `+ ENA S(�gARE p11TA ,iir l �lii�/+ ,r. „.f A A . iSUBARE t - � B _� , _ G V E, \ H I' r-i more-+- I y \7, 1 -'r. , 1 1_,.-- GEOSCIENCE t z M r — I A �/\, J I N ._ Raymond Basin Subareas The City of Arcadia overlies portions of the Raymond Basin, designated as Area B. C11I}•C 2016 WATER MASTER PLAN UPDATE engineering inc 3-2 THREE — SOURCE OF SUPPLY CITY OF ARCADIA The Raymond Basin is generally classified as an unconfined to semi-confined aquifer system. The water-bearing materials of Raymond Basin are dominated by unconsolidated Quaternary alluvial gravel, sand, and silt deposited by streams flowing out of the San Gabriel Mountains. Younger alluvium typically follows active streambeds and reaches a maximum thickness of about 150 feet. Older alluvium generally thickens southward from the mountain front, reaching a maximum of about 1,140 feet near Pasadena, then thins to about 200 feet near the Raymond fault. The base of the water bearing zones is considered bedrock with elevations ranging from approximately 500 feet below sea level to 2,000 feet above mean sea level. Depth to bedrock ranges from 450 to 750 feet below ground surface (bgs) in the Monk Hill and Santa Anita subareas to more than 1,200 feet bgs in the Pasadena subarea. The total storage capacity of the Raymond Basin is estimated to be approximately 1.37 million acre-feet, of which approximately 40% is unused. Natural groundwater recharge to the Raymond Basin occurs through infiltration and percolation of rainfall and surface runoff from the San Gabriel Mountains. Groundwater discharge occurs through pumping and subsurface outflow into the Main San Gabriel Basin across the Raymond fault. Natural recharge from precipitation and runoff is the largest inflow to the basin. The Raymond Basin safe yield, which is based upon native recharge and returns from use alone, was defined as 30,622 AFY in 1955 in the Raymond Basin Judgment. Raymond Basin Safe Yield by Subarea Subarea Safe Yield (AFY) Monk Hill 7,489 Pasadena 17,843 Santa Anita 5,290 Total 30,622 The Raymond Basin is hydraulically connected to the Main San Gabriel Basin to the south and east along the Raymond fault. Approximately one percent of the total water in storage in the Raymond Basin is lost across the Raymond fault annually. Parties who store water in the Raymond Basin are assessed this 1 percent loss. No other formal agreements govern this inter-basin flow. The following figure shows the 10-year trend of production compared to the Decreed Right (including the self-imposed 30% reduction) for the Pasadena Subarea of the Raymond Basin. 2016 WATER MASTER PLAN UPDATE 3-3 engineering Inc VTHREE — SOURCE OF SUPPLY IOWA CITY OF ARCADIA Annual Production and Decreed Right in the Pasadena Subarea (AFY) 5,000 • 4,500 • 4,000 3,500 • • 3,000 2,500 2,000 1,500 1,000 500 0 V IJl l0 N W Ol O sli N M O O O O O O O O O O N N N N N N N N N N Decreed Right with 30%Reduction • Annual Production for Pasadena Subarea Linear(Annual Production for Pasadena Subarea) Production has trended downward and now appears to be in alignment with the Decreed Right. The following figure shows the 10-year trend of production compared to the Decreed Right for the Santa Anita Subarea of the Raymond Basin. 2016 WATER MASTER PLAN UPDATE engineering inc 3-4 iiTHREE — SOURCE OF SUPPLY likAl CITY OF ARCADIA. Annual Production and Decreed Right in the Santa Anita Subarea (AFY) 4,000 3,500 3,000 ' • 2,500 2,000 1,500 • • • 1,000 500 0 V) LO N CO O) O <-1 N M Cr O O O O O r-1 r1 .--1 O O O O O 0 O� N ri O O O O O O O O O O N N N N N N N N N N •Decreed Right • Actual Production from Santa Anita Subarea Linear(Actual Production from Santa Anita Subarea) Production has trended downward and is now approximately 54%of the Decreed Right. 3.2 Main San Gabriel Basin The following discussion of the Main San Gabriel Basin is a compilation of information and data from multiple sources including: • Main San Gabriel Basin Watermaster, 2011-2012 Annual Report • Department of Water Resources • Metropolitan Water District of Southern California 2016 WATER MASTER PLAN UPDATE engine ng inc 3-5 THREE — SOURCE OF SUPPLY CITY OF ARCADIA A . <\\D I • City of Arcadia 2010 Urban Water Management Plan • City of Arcadia production data 3.2.1 Main San Gabriel Basin Adjudication The Main San Gabriel Basin Judgment accomplished a number of groundwater management objectives, including: (1) defining a natural safe yield under 1967 cultural conditions, (2) determining the annual operating safe yield, (3) specifying annual pumping rights, (4) allowing one year for carry-over of unused water rights, (5) enjoining unauthorized recharge, and (6) restricting export of groundwater. Judgment establishes watermaster to administer the judgment with responsibilities including: (1) management of Make-Up obligation on behalf of the basin, (2) management of storage of supplemental water, and (3) concern with water quality matters. The Judgment specifies basin operating criteria that replacement water shall not be spread when the water level at the Key Well exceeds an elevation of 250 feet and that replacement water shall be spread as practicable to maintain the water level at the Key Well above an elevation of 200 feet. 3.2.2 Physical Description of the Main San Gabriel Basin The Main San Gabriel Basin lies in eastern Los Angeles County (Watermaster, 2013). The hydrologic basin or watershed coincides with a portion of the upper San Gabriel River watershed, and the aquifer or groundwater basin underlies most of the San Gabriel Valley. The Main San Gabriel Basin is bounded by the San Gabriel Mountains to the north, San Jose Hills to the east, Puente Hills to the south, and by a series of hills and the Raymond Fault to the west. The watershed is drained by the San Gabriel River and Rio Hondo, a tributary of the Los Angeles River. The following figure indicates the general location of the Main San Gabriel Basin and its water shed. 2016 WATER MASTER PLAN UPDATE engineering Inc 3-6 77��i t THREE — SOURCE OF SUPPLY CITY OF ARCADIA EWA Extent of Main San Gabriel Basin RELEVANT WATERSHED HYDROLOGIC BASIN BOUNDARY f' •�, -IAN GROUNDWATER BASIN ;1 —I C9QL r-- -� , :! i 1 1 1 1 1 MOUNTAINS ••.�. 1 1-- Morrxn I ....j" 1 .r• Ir,i3 •) Res. 1 1 210 .* '�.' • MONROVIA BNADBURY \ 1--- "r" •/ARGADI. AZUSA •OLENDOILl Ito f" ... S '•. —"1 ,:•►•" '....•210 SAN \ ; YPST NA MARJNO 'TEMPLE CITY % '• IRWJNDALE DJMAS -. 1 ,SAN GAB"EL e S �" I .ALHAMBRA pfi/ / BARK N •COV7Nd ! • ROSEMEAD. �f ; ;1 0:EL PtaddlatgSJuF:: _ _. "• �i MONTE i�� 1 es `_ r.. MONTEREY 11:1 • '�: WEST 76---, ^ I L� �/s�-:'/•.. •HARK ^4* COVJ.N9 -^ iL.t" . I SOUTH EL MONTE L: l .10' I 1 I .7.'11 JN!?ti TRY' -- WALNUT`RL I.t, ( LA12:14 / ..s•----y. �6O) •I�/ wEa*E �Ddw. .ORD q 710 s j -4-C. �} ' 1 IUD ({J r IV Y 5; 0 1 2 :i 4 5 h11,E5 %••.....%. ......./ Principal water-bearing formations of the basin are unconsolidated and semi-consolidated sediments which range in size from coarse gravel to fine-grained sands. The major sources of natural recharge are infiltration of rainfall on the valley floor and percolation of runoff from the adjacent mountains. The basin also receives imported water and return flow from applied water. Surface area of the groundwater basin is approximately 167 square miles. The fresh water storage capacity of the basin is estimated to be about 8.6 million acre-feet. The following figure juxtaposes 10-years of historical production with the City's average allocation shown in red and its actual allocation as a function of annual operating safe yield shown in blue. 2016 WATER MASTER PLAN UPDATE C liet?eic engineering inc 3-7 Pcirp kill THREE - SOURCE OF SUPPLY CITY OF ARCADIA Historical Production in the Main San Gabriel Basin (AFY) 15,000 14,000 • • 13,000 12,000 • 11,000 10,000 ......•• • • 9,000 8,000 7,000 6,000 0 0 0 0 0 ° .ii ,-+ .r u; uS n 00 Ol O ..i N fh O O O O O O ,--I .--1 '-1 .--1 O O O O O O O O O O N N N N N N N N N N Annual Allocation of OSY 10-year Average Allocation of OSY • Actual Annual Production Linear(Actual Annual Production) Production has trended upward and is now approximately 153% of the 10-year average. Our goal is to identify operational methods to maximize supply from adjudicated sources prior to exceedance of allocation in source basins resulting in unnecessary assessments. 3.3 Water Blending Plans The following subsections provide details on each blending plan sufficient for analysis related to supply maximization. 3.3.1 Longden Plant Nitrate Blending Plan All groundwater sources flowing through the Longden plant originate in the Man San Gabriel Basin. Production from Longden 1 and Longden 2 is blended with Peck Road Well production prior to air stripping and subsequent boosting into Zone 4. The Maximum Blending Goal (MBG) for nitrate concentration is 36 mg/L. Based on historical sampling data, the blending plan provides the following operational constraints to achieve the MBG: 2016 WATER MASTER PLAN UPDATE cee . :. . -,--- engineering inc 3-8 THREE — SOURCE OF SUPPLY MOM CITY OF ARCADIA • Reduce Longden 1 production to 2,000 gpm • Reduce Longden 2 production to 1,500 gpm • Peck Road Well flow for blending to be 1,500 gpm • For maximum production, impose start-up sequence: (1) Peck Road Well, (2) Longden 1, (3)Longden 2; and shut-down sequence in reverse order • For lower production, impose start-up sequence: (1) Peck Road Well, (2) Longden 1; and shut-down sequence in reverse order The Longden Plant Blending Plan is provided as part of this Appendix. 3.3.2 St. Joseph Reservoirs Nitrate and PCE Blending Plan All groundwater sources flowing into the St. Joseph Reservoirs originate in the Main San Gabriel Basin. The MBG for nitrate concentration is 36 mg/L; blended nitrate concentration is the primary focus of the St. Joseph blending plan. The MBG for PCE concentration is 4 gg/L; although PCE is present in production from the St. Joseph Well, there is presently no risk of exceeding the MBG based on historical sampling data. To achieve the nitrate MBG, the City has instituted a blending plan to assure non- exceedance by placing constraints on flow,nitrate concentrations and storage. Constraints related to blending operations that impact planning parameters for supply maximization include the following: • Prior to operation of the St. Joseph Well, inflow into the St. Joseph reservoirs from Zone 4 shall be greater than or equal 3,000 gpm as measured through the flow meter. • Prior to operation of the St. Joseph Well, inflow into the St. Joseph reservoirs from Zone 4 shall be less than or equal 15 mg/1 nitrate concentration, as measured through the nitrate analyzer. • The St. Joseph Well shall be restricted to a maximum output of 3,500 gpm. • Operation of St. Joseph Well will cease under the following conditions: o Peck Road Well, or Live Oak Well shut down, o Water elevation in the St. Joseph Reservoirs falls below 12 feet C 2016 WATER MASTER PLAN UPDATE engineering inc 3-9 ii THREE — SOURCE OF SUPPLY MOM CITY OF ARCADIA o Flow into the reservoirs from Zone 4 falls below 3,000 gpm o Nitrate concentration of blended water flowing into the reservoirs from Zone 4 exceeds 45 mg/1 o Nitrate concentration relative to the St. Joseph Booster Station exceeds 23 mg/1 inflow, or 32 mg/1 outflow The St. Joseph Reservoirs Nitrate and PCE Blending Plan is provided as part of this Appendix. 3.3.3 Blending Plan for Orange Grove Reservoirs Groundwater sources flowing into the Orange Grove Reservoirs originate from four wells in the Santa Anita Subarea of the Raymond Basin(Orange Grove Wells 1A, 2A, 5 and 6) and from wells in the Main San Gabriel Basin via the St. Joseph Booster Station. The MBG for nitrate concentration is 36 mg/L; blended nitrate concentration is a concern for production from Orange Grove Wells 1A and 5. The MBG for PCE concentration is 4 gg/L; blended PCE concentration is a concern for production from Orange Grove Wells 1A and 5. The MBG for TCE concentration is 4 µg/L; blended PCE concentration is a concern for production from Orange Grove Wells 1A and 5. Although Orange Grove Wells 2A and 6 have tested positive for nitrate, PCE and TCE,the concentration of those contaminants do not pose any significant issues to blending based on historical sampling data. The Blending Plan for the Orange Grove Reservoirs (2009) introduces multiple blending modes and predictions for blending concentrations in each of the four reservoirs. Given that all the tanks are hydraulically interconnected with large diameter pipes; we believe the fill cycle can be controlled operationally relative to predicted diurnal fluctuation such that blending occurs in three steps: (1) Discharge from the St. Joseph Booster Station is a blend of Zone 4 groundwater production (2) Inflow to the Orange Grove Plant from the St. Joseph Booster Station mixes with production from the individual Orange Grove Wells and is stored in the tank nearest the well when wells are in operation (3) Outflow from the tanks to Zone 3 and to the Orange Grove Booster Pumps mixes again in the interconnecting pipes inside the plant Well operation should occur during a period of low demand in Zone 3 and the Orange Grove Booster Pumps should be off during the tank filling process. 2016 WATER MASTER PLAN UPDATE engineering Inc 3-10 rf**r THREE — SOURCE OF SUPPLY CITY OF ARCADIA AR( .\oi To assist with ongoing efforts to maximize supply from the Santa Anita Subarea of the Raymond Basin relative to blending sources from the Main San Gabriel Basin, is provided at the end of this section as a schematic for blending operations at the Orange Grove Plant. The Blending Plan for Orange Grove Reservoirs is provided as part of this Appendix. Reporting on reliability comes from a variety of sources. Local reporting entities of interest to the City include the Los Angeles County Local Agency Formation Commission (LAFCo) who periodically publishes municipal service reviews for public utility providers throughout the county, and USGVMD who provides an accounting of local wholesale activities in accordance with the Urban Water Management Planning Act. Per LAFCo (2004): The Upper San Gabriel Valley Municipal Water District serves as the water wholesaler to 33 public and private entities. It provides three types of water: treated water for direct use, untreated water for groundwater recharge, and recycled water. It is a member agency of the Metropolitan Water District. The majority of water it provides is used for groundwater recharge, mandated by two court judgments for the San Gabriel River and the Main San Gabriel Basin. The District provides make-up water required when the flows south of the Whittier Narrows are below the minimum acceptable level due to the agencies above the Narrows over taping the resource. It also provides replacement water for those agencies that exceed their entitlement of groundwater use in the Main San Gabriel Basin. The District recharged 31,239 acre-feet in 2002. When there is surplus water, the District will also provide water for cyclic storage by the agencies. The District has also invested in developing a reliable supply of recycled water to offset demand for treated imported water. This is available in certain areas within its service area through the Sanitation District of Los Angeles County's San Jose Creek Treatment Plant. Current production is around 4,000 acre-feet. The program is projected to expand to 10,000 acre-feet per year. Conservation is an essential element in the long-range supply plans for the Upper District and it actively supports its sub- agencies in conservation programs. As mentioned earlier, the Upper District supplies the City of Alhambra with imported water as part of the Cooperative Water Exchange Agreement. On behalf of the other six entities that share the Alhambra o e 2016 WATER MASTER PLAN UPDATE engineering inc. 3-11 raTHREE — SOURCE OF SUPPLY MI CITY OF ARCADIA Akcz.\l)IA pumping hole with the City, the District supplies the City with 62.6% of the 3,000 acre-feet that Alhambra does not produce. The Upper District has provided over$6 million to help fund groundwater remediation facilities; the funds have been fully recovered through litigation and negotiation with responsible parties undertaken by the San Gabriel Basin Water Quality Authority. The Upper District did not note any current or unplanned infrastructure needs. It is expanding its recycled water facility, which will be funded by District capital reserves, Title XVI federal grant funds, and Metropolitan Local Resource Plan rebates. Per the USGVMWD 2010 UWMP: Upper District's sub-agencies rely on water supply from: 1) Metropolitan imported water supply; and 2) Main Basin groundwater. The following...discuss the reliability of imported water supply from Metropolitan and groundwater from the Main Basin. ...Upper District will be able to provide both treated imported water for direct deliveries and untreated imported water for Replacement Water within its WSAPII allocation for the next 20 years during single dry and multiple dry years. In addition, Metropolitan's 2010 RUWMPI2 has concluded that the region can provide reliable water supplies under both the single driest year and the multiple dry year hydrology's for the next 20 years. Upper District's sub-agencies produce water from the Main Basin. The amount of basin recharge affects the elevation of the Key Well, which represents changes in the groundwater basin. ...the Main Basin historically goes through phases of drafting, which are followed by filling. Per the USGVMWD 2013 Integrated Resources Plan: ...MWD is aggressively developing storage, water transfers and helping to finance local resource development in order to improve supply reliability. "WSAP=Water Supply Allocation Plan;per the MWD 2010 RUWMP,"WSAP includes the specific formulas for calculating member agency supply allocations and the key implementation elements needed for administering an allocation,should a shortage be declared.Ultimately,the WSAP will be the foundation for the urban water shortage contingency analysis required under Water Code§10632." 12 RUWMP=Regional Urban Water Management Plan 2016 WATER MASTER PLAN UPDATE engineering me 3-12 THREE — SOURCE OF SUPPLY CITY OF ARCADIA Through its own regional IRP, MWD has identified a long-term strategy involving core resource development and other options that can be phased in through an adaptive management approach. One key component of MWD's IRP is the assumption of significantly increased local supplies from recycled water, groundwater clean-up and potential seawater desalination. Upper District's IRP explored various water supply options in terms of potential supply yield, costs, technology, water quality, and reliability. These options were bundled into several integrated alternatives (combinations of options much like a stock portfolio) that were evaluated against a set of goals and objectives for the District in order to develop a preferred strategy for meeting current and projected water demands in a reliable, cost-effective and environmentally sound manner. Key to the success of this IRP is an adaptive management approach, whereby water supply projects can be phased in over time when needed and adapt to changing future conditions. The IRP is not a capital improvement plan, nor does it make definitive recommendations on specific projects. Rather it is a long-term road map that provides Upper District with a framework for making sound decisions. The IRP is not intended to be a static report, but more a "living" document that will be updated as future conditions unfold and become clearer. The decision-making framework described above takes the form of a set of investment options that balance reliability, cost, local control, water quality, environmental impact, and flexibility of implementation. The preferred options include a tertiary and advanced treated blend of recycled water for indirect potable reuse, non-potable recycled water, centralized and decentralized storm water capture, water conservation, and water transfer and storage. Orange Grove Blending Schematic 2016 WATER MASTER PLAN UPDATE engineering inc 3-13 FOUR — DESIGN AND PLANNING CRITERIA CITY OF ARCADIA Iftit t ii�a1� 4.0 DESIGN AND PLANNING CRITERIA 4.1 General Description Design and planning criteria are used (1) as a benchmark for evaluating the capacity of the existing water distribution system, (2) as a guide for recommending improvements to meet future conditions, and (3) as requirements for infrastructure to support new development. As a convention, each criterion or set of criteria is indicated in italics followed by related references. 4.2 Design Criteria Design criteria are used to evaluate the hydraulic capacity of the distribution system. Such a hydraulic evaluation is a quantitative analysis comparing field measurements or engineering calculations with a series of benchmarks that reflect customer expectations, the regulatory environment, sustainable design, redundancy, reliability, functionality, safety, emergency preparedness, efficiency and economics. 4.2.1 System Pressure Goal for system pressure range: 40 psi to 150 psi. AWWA M32 recommends 40 psi as the lower boundary of this range. The upper boundary of 150 psi is consistent with the typical pipeline and appurtenance pressure class for existing City infrastructure. Goal for minimum pressure under fire flow conditions: 20 psi. Per California Water Code §64602(a) [Minimum Pressure]: Each distribution system shall be operated in a manner to assure that the minimum operating pressure in the water main at the user service line connection throughout the distribution system is not less than 20 pounds per square inch at all times. 4.2.2 Supply Supply refers to any water entering a pressure zone under normal operations. In the existing system, sources of supply include wells, booster pumps, and non-emergency pressure reducing stations. Note that a pressure zone may be open (i.e. controlled by reservoir water level) and closed(controlled by pressure regulator). 2016 WATER MASTER PLAN UPDATE engineering inc 4-1 FOUR— DESIGN AND PLANNING CRITERIA OWN CITY OF ARCADIA 4.2.3 Supply to an Open Pressure Zone Zones 1, 2, 3,4, 5, 6 and 7 are open pressure zones. Combined capacity of dependent maximum day demand with largest single source out of service. Industry standard practice. Combined capacity sufficient to refill emergency and fire storage in two days (48 hours) with all sources operating. This criterion is recommended in the interest of emergency preparedness. A depletion of emergency and fire storage creates a temporary vulnerability to immediate, ongoing or subsequent events that would otherwise be mitigated. This vulnerability can be minimized by rapid replenishment of storage. 4.2.4 Supply to a Closed Pressure Zone Zones 1 A and 2A are closed pressure zones. Combined capacity of maximum day demand plus fire flow at a residual pressure of 20 psi with largest single source out of service. Industry standard practice. Combined capacity of peak hour demand at a system pressure of 40 psi with largest single source out of service. Industry standard practice. Two regulated sources of supply. City standards. 4.2.5 Storage Capacity These criteria apply specifically to elevated storage reservoirs. Goal for reservoir capacity: Sum of Operational, Fire and Emergency Storage in each pressure zone. • Operational Storage: 30 percent of maximum day demand • Fire Storage: largest single required fire flow times required duration 2016 WATER MASTER PLAN UPDATE engineering inc 4-2 FOUR— DESIGN AND PLANNING CRITERIA CITY OF ARCADIA • Emergency Storage: 24 hours at maximum day demand 4.2.6 Booster Pumping Station Configuration Each booster pumping station should have a minimum of two pumps. One pump in the station shall be considered as "standby" and shall be equal in size to the largest of the pumps in the group. Each station shall include a pressure relief valve back to the downstream zone. 4.2.7 Pressure Reducing Station Configuration Pressure reducing stations that are intended to support lower zones from the higher zones, similar to the stations serving Pressure Zones 1 A and 2A, should include at least two valves staggered in size to deliver the required range of flow and pressure as described Supply to a Closed Pressure Zone. The sum of the maximum intermittent flow ratings shall be used for assessing emergency conditions (i.e. maximum day demand plus fire flow). The sum of the maximum continuous flow ratings shall be used for assessing normal conditions (i.e.peak hour demand). The minimum continuous flow rating of the smallest valve shall not exceed 20% of average day demand. These criteria are consistent with manufacturers' recommendations. 4.2.8 Transmission Mains Transmission mains are intended to efficiently carry water at a high flow rate between facilities. Head loss increases geometrically as a function of velocity. Velocities in excess of 5 feet per second result in high energy costs. Goal for maximum pipe velocity under normal operating conditions: 5 feet per second. 4.2.9 Distribution Main Redundancy Distribution mains carry water to service connections and fire hydrants. Dead-end pipelines create a vulnerability to isolated customers and are challenging to maintain. Redundant flow pathways (aka hydraulic loops)should be provided to areas serving: • 20 or more customers, or 2016 WATER MASTER PLAN UPDATE engineering inc. 4-3 FOUR— DESIGN AND PLANNING CRITERIA WWI CITY OF ARCADIA • an ADD of 20 gpm or more. 4.2.10 Fire Flow Requirements For purposes of testing the adequacy of the existing system, the following fire flows are applied based on Land Use: ♦ 1,250 gpm: Single Family Residential • 3,500 gpm: Multi-Family Residential, Mobile Homes/Trailer Parks, Retail/Commercial Services • 5,000 gpm: Public Facilities, Educational Institutions, Light Industrial, Heavy Industrial, Transportation,Utility Facilities 4.3 Planning Criteria Planning criteria deal with cyclical infrastructure replacement due to age, condition and other non-hydraulic factors. The following table provides general parameters for determining when a particular component should be replaced. A combination of time interval and indication of performance provides solid justification for replacement. Replacement Schedules and Indications Average Component Service Life Indication (years) Cast Iron Cement Lined Pipe 100 Ductile Iron Pipe 75 Asbestos Cement Pipe 105 Frequent repair history,excessive energy losses PVC Pipe 70 Steel Pipe 95 Appurtenances:Fire Hydrant, Coordinate Shut-off Valve,Blow-off,etc. with pipeline Leaks,poor performance,frequent repairs replacement Well Refurbishment/Replacement 50 Decline in specific capacity.Condition of casing. Tank Recoating 15 Evidence of corrosion Tank Replacement 80 Frequency/extent of repair history Control Valve Refurbishment 25 Leaks,poor response,frequent repairs Pump/Motor Overhaul 15 Drop in efficiency below 65% Pump/Motor Replacement 30 Frequency/extent of repair history Submersible pumps only replaced after failure. ge, 2016 WATER MASTER PLAN UPDATE engineering inc 4-4 FOUR- DESIGN AND PLANNING CRITERIA CITY OF ARCADIA Average Component Service Life Indication (years) Electrical 30 Frequency/extent of repair history Air Stripper 30 Frequency/extent of repair history Chlorinator 5 Evidence of wear Production meter calibration 5 Drop in accuracy Production meter replacement 25 Drop in accuracy and reliability Service Meter 25 Drop in accuracy and reliability gee; 2016 WATER MASTER PLAN UPDATE engineering inc. 4-5 Vf I WATER CONSERVATION CITY OF ARCADIA WA 5.0 WATER CONSERVATION 5.1 General Description This section provides guidance for the implementation of a water conservation program in line with the City's goals. By convention, a water conservation project is the implementation of a unique methodology for achieving water use reduction, and a water conservation program is a set of projects implemented collectively to achieve a water conservation goal. For consistency with upcoming water conservation planning efforts (i.e. 2015 UWMP), the horizon for program implementation has been set at 2020. Costs for project implementation reflect costs for a five-year period from 2015 to 2020. 5.2 Approach to Water Conservation The general water conservation approach is to define a goal, then implement a cost effective program to meet that goal. Since water conservation goals are typically long-term, it is important to monitor progress toward the goal and make adjustments as needed to remain on the path to goal achievement. The City has no clearly defined mandate or internal goal for water use reduction, and has requested an incremental approach that relates investment to water use reduction for further consideration. With this in mind, the following approach is recommended: ♦ Create a list of candidate water use reduction projects. ♦ For each project, develop an economic model that relates investment to volume of water saved. • Determine the combination and intensity of projects that correlate investment to volume of water saved. ♦ Implement the program and monitor water use reduction. ♦ Make period adjustment as needed based on program performance. 5.3 Existing Water Conservation Projects The City's water conservation program is largely a coordinated effort involving Upper District and MWD. Per the 2010 Urban Water Management Plan, the following activities are providing water conservation: 0 Residential Plumbing Retrofit [administered by Upper District] 2016 WATER MASTER PLAN UPDATE Cdfr engineering iii 5-1 FIVE — WATER CONSERVATION CITY OF ARCADIA EWA ♦ Radio Frequency Read Meters [City's Meter Replacement Program] • Large Landscape Irrigation Controller Upgrades [for irrigation of City property] • High-Efficiency Washing Machine Rebates [administered by Upper District] • Commercial, Industrial and Institutional Program [administered by Upper District] ♦ Residential Ultra-Low Flush Toilet Replacement Program[administered by Upper District] 5.3.1 Candidate Water Conservation Programs Ten water use reduction projects were considered: • Recycled Water • Audit, Leak Detection and Repair • Smart Meters • Turf Removal • Residential ULF Toilets • Residential Survey • Irrigation Controllers • Plumbing Retrofit • HE Washing Machine • Rain Barrels 5.3.2 Cost and Accounting Conventions Volumetric commodity rates have been converted to thousands of dollars per million gallons($K/MG). Water conservation project performance is a combination of project implementation costs and the associated impact to revenue. The charts in this section demonstrate project performance, implementation costs are shown as positive, revenue is shown as positive, and net project cost is shown as costs minus revenue. Note that net project cost 2016 WATER MASTER PLAN UPDATE engrneenng me 5-2 FIVE — WATER CONSERVATION CITY OF ARCADIA corresponds to total project implementation costs minus total change in revenue for the 5- year period ending in 2020. Recommendations for project implementation are given as a target range with limits corresponding to a percentage of the maximum water use reduction assigned to the project. This is equivalent to a range of costs. Included in the range of costs is the level of intensity associated with the optimal cost solution. The target cost ranges and optimal costs are given for the 5-year period ending in 2020. This will provide a starting point for project funding and implementation. No consideration to conservation goals beyond 2020 were considered in this analysis; only costs related to achieve the target goal within the planning horizon were considered. 5.3.3 Baselines for Water Use Reduction The following baseline data were used in the construction of individual economic models for the water use reduction projects: • Dwelling Units: 19,714 • Average Day Demand: 10,543 gpm • Unaccounted-for-Water: 11% of Average Day Demand • Commodity Rate for Potable Water Service: 1.40 ($/CCF) • Equivalent Commodity Rate for Potable Water Service: 1.87 ($K/MG) • Upper District Replenishment Rate: 707 ($/AF) • Equivalent Upper District Replenishment Rate: 2.17 ($K/MG) • LACSD Recycled Water Rate: 400 ($/AF) • Equivalent LACSD Recycled Water Rate: 1.23 ($K/MG) Projects considered to deliver a continuous incremental impact to water use reduction were assigned a revenue impact of 2.5 times the reduction rate. As shown in the following figure the reduction rate (R) increases steadily over five years until the target reduction rate(Ro) is achieved. Representation of Volume Saved by 2020 2016 WATER MASTER PLAN UPDATE engine nginc 5-3 FIVE — WATER CONSERVATION 1111M11 CITY OF ARCADIA R Ro > t to=5 years The total volume saved is the integral of the change in volume over time: to Ro dV Ro to 5 V = J t tdt = = ZR0 0 5.4 Water Conservation Program Scope and Goals The scope of the water conservation is a planning horizon and a level of water use reduction. The planning horizon has been set a five years (i.e. 2020), which is consistent with the requirements of the UWMP Act. The level of water use reduction has been presented as a curve relating investment to volume saved. This curve is intended to serve as guidance to the City in choosing a preferable level of water use reduction. 5.4.1 Candidate Water Conservation Programs Ten water use reduction projects were considered: • Recycled Water • Audit, Leak Detection and Repair • Smart Meters 2016 WATER MASTER PLAN UPDATE engmeenng me 5-4 FIVE — WATER CONSERVATION WWI CITY OF ARCADIA • Turf Removal • Residential ULF Toilets • Residential Survey • Irrigation Controllers • Plumbing Retrofit • HE Washing Machine • Rain Barrels The subsections that follow provide assumptions and methodologies used in the development of economic models. 5.4.2 Recycled Water Recycled water is a low quality alternative to potable water and is suitable for irrigation and certain industrials uses. To meet health regulations, recycled water must be distributed via a dedicated system separate from the potable water system. The City conducted a recycled water study included in its 2010 UWMP demonstrating the potential demand for recycled water and the level of dedicated infrastructure needed to implement a recycled water distribution system. Cost Assumptions: • Engineering and Operations: $1 million (engineering, permitting, compliance, personnel, training, etc.) • Facilities: $2 million (pumping, storage, metering, billing system, control structures, etc.) • Comprehensive Distribution: $9.2 million(92,000 feet of pipe at$100 per foot) • Partial Distribution: $5.3 million (53,000 feet of pipe at $100 per foot) —pipeline needed to reach the first four large demands (Arcadia High School, Santa Anita Park, Santa Anita Golf Course, and Arcadia County Park) • Capitalization: 30 years at 6% • Project Implementation Costs: first five years of the capitalized annual payment &'C 2016 WATER MASTER PLAN UPDATE engineering inc 5-5 FIVE — WATER CONSERVATION CITY OF ARCADIA III VA Water Use Reduction Assumptions: • Total Potential Demand Conversion: 210 MGY • Partial Demand Conversion: 119 MGY — 53,000 feet of pipe are needed to reach the first four large demands (Arcadia High School, Santa Anita Park, Santa Anita Golf Course, and Arcadia County Park). Revenue Assumptions: There will be no revenue impact within the planning horizon because the project will take longer than five years to construct. Once complete,this project is considered a revenue transfer. The City will experience a drop in revenue at a rate of 1.87 $K/MG due to loss in sales. The City will experience a gain in revenue due to sales of recycled water. For planning purposes, the recycled water rate is assumed to be 70% of the potable water rate, which is consistent with the City of Pomona. The City will experience a drop in replenishment water costs at a rate of 2.17 $K/MG. The City will experience an increase in wholesale recycled water from Los Angeles County at 1.23 $K/MG. Incremental Revenue Impact: Rcommodity = Srecycled water —Spotable water + Creplenishment — Crecycled water Net Commodity Rate for Recycled Water Revenue or Cost $K/MG Revenue for 1 MG Recycled Water 1.31 Revenue for 1 MG Potable Water Cost to Replenish 1 MG 2.17 Wholesale Recycled Water Rate Net Commodity Rate 0.38 Limits of Project Implementation: • Do nothing scenario, or 119 MGY at 3,015 $K for first five years ($8.3 million total)to 210 MGY at 4,430 $K for first five years($12.2 million total) C1V�L'TL'C 2016 WATER MASTER PLAN UPDATE engineering hie 5-6 4 t FIVE —WATER CONSERVATION CITY OF ARCADIA illakill Recycled Water Capitalization for 119 MGY Reduction Engineering & Operations ($K) 1,000 Facilities ($K) 2,000 Distribution($K) 5,300 Total Investment($K) 8,300 Capitalization at 6% for 30 years ($K for 5 years) 3,015 Recycled Water Capitalization for 210 MGY Reduction Engineering & Operations ($K) 1,000 Facilities ($K) 2,000 Distribution($K) 9,200 Total Investment($K) 12,200 Capitalization at 6% for 30 years ($K for 5 years) 4,430 Economic Curve The following figure shows the cost to implement recycled water as a function of water use reduction achieved. Note that no change in revenue will occur within the planning horizon; therefore, the net cost and the project cost coincide. Recycled Water Investment Curve Cytoe2016 WATER MASTER PLAN UPDATE engineering iint 5-7 FIVE — WATER CONSERVATION CITY OF ARCADIA 3500 3000 2500 y=6.2213x2+5.6632x+50 Y R2=1 a) 2 2000 a) a) cc -° 1500 0 1000 500 0 •..... 0 5 10 15 20 25 Water Use Reduction (MGY) -Net Cost • Limits -Project Cost Change in Revenue 5.4.3 Audit, Leak Detection and Repair Per CUWCC (2005),this activity consists of three components: • System audits • Leak detection • Leak repair Per AWWA (1999), system audits include quantifying all produced and sold water, and includes testing meters, verifying records and maps, and field checking distribution controls and operating procedures. The objective is to determine the amount of water that is lost and unaccounted for in the system. System audits may identify losses from: • Accounting procedure errors • Illegal connections and theft • Malfunction distribution-system controls • Reservoir seepage, leakage, and overflow 2016 WATER MASTER PLAN UPDATE engrneenng me 5-8 FIVE —WATER CONSERVATION CITY'OF ARCADIA • Evaporation • Detected and undetected leaks Leak detection is the process of searching for and finding leaks in the system with sonic, visual, or other indicators. It should be noted that sonic and acoustic leak detection equipment have been found to be more accurate for smaller systems than for larger systems. Audits and detection programs incur costs whether or not repairs are made; thus, audits and detection alone do not save water. Conversely, leaks are sometimes discovered without organized audit and detection programs. Cost Assumptions: A review of studies cited by CUWCC (2005) indicates a range of cost per volume saved between $318 per acre-foot and$658 per acre-foot with the typical cost at $430 per acre- foot. The initial investment(i.e. costs excluding repairs)is estimated at $100,000. Savings Assumptions: Water loss is estimated at 11%. Water loss can be reduced to 5% with aggressive tactics. Of the 6% potential savings, 3.5% of water loss is attributed to leaks and 2.5% is attributed to inaccurate meters. ADD is 10,543 gpm. 3.5% of ADD is equivalent to a maximum savings of 194 MGY. Revenue Assumptions: A reduction in water loss relates directly to a drop in replenishment water costs at a rate of 2.17 $K/MG. Limits of Project Implementation: • Do nothing scenario,or from 20 MGY which is cost neutral to 194 MGY at a cost of 100 $K. • Note that a portion of the implementation intensity curve shows negative costs, which implies the project would pay for itself Economic Curve The following figure shows the cost to implement audit, leak detection and repair as a function of water use reduction achieved. Note that the change in revenue due to cutting the need for replenishment water is significant. Audit,Leak Detection and Repair Investment Curve 2016 WATER MASTER PLAN UPDATE engineering me 5-9 FIVE — WATER CONSERVATION CITY OF ARCADIA. 1400 1200 1000 y=0.0288x2-5.5781x+100 R2= 800 R -1 a2 v 600 -0 400 ro 0 200 0 • 0 100 200 250 -200 -400 Water Use Reduction (MGY) •Net Cost • Limits -Project Cost -Change in Revenue 5.4.4 Smart Meters Smart Meters work in tandem with leak detection and repair to reduce water loss (more specifically non-revenue water) by identifying defective meters for replacement and inaccurate meters for recalibration. It is understood the City already has a meter replacement program in place. The Smart Meters project would complement the meter replacement program by getting the most out these new assets through efficient application. A Smart Meter is an electronic transmitter that collects real-time consumption data and sends it to a central processing unit for analysis. Needed infrastructure includes transmission towers for collection of radio transmissions, and a computer system for data processing. The computer system detects anomalies in meter data that may be due to meter inaccuracy or to leaks on the customer side of the meter. Cost Assumptions: Initial Costs for Infrastructure: $200,000 Unit Costs: $50 per meter upgraded Water Use Reduction Assumptions: cc 2016 WATER MASTER PLAN UPDATE engineering in 5-10 FIVE —WATER CONSERVATION CITY OF ARCADIA Water loss is estimated at 11%. Water loss can be reduced to 5% with aggressive tactics. Of the 6% potential savings, 3.5% of water loss is attributed to leaks and 2.5% is attributed to inaccurate meters. ADD is 10,543 gpm. 2.5%of ADD is equivalent to a maximum savings of 139 MGY. Revenue Assumptions: A reduction in water loss relates directly to a drop in replenishment water costs at a rate of 2.17 $K/MG. Limits of Project Implementation: • Do nothing scenario, or from 40 MGY at a cost of 55 $K to 139 MGY at a savings of 27 $K. • Note that a portion of the implementation intensity curve shows negative costs, which implies the project would pay for itself. Economic Curve The following figure shows the cost to implement smart meters as a function of water use reduction achieved. Note that the change in revenue due to cutting the need for replenishment water is significant. �� 2016 WATER MASTER PLAN UPDATE engineering inc 5-11 FIVE — WATER CONSERVATION CITY OF ARCADIA Smart Meters Investment Curve 800 700 600 y=0.0201x2-4.432x+200 v 500 R2=1 v ac.) 400 CC CC -a 300 c CO 200 U 100 0 • -100 0 20 40 60 80 100 120 140 160 Water Use Reduction (MGY) -Net Cost • Limits -Project Cost Change in Revenue 5.4.5 Turf Removal Turf removal means replacement of high water demand landscaping with more drought tolerant landscaping. Cost Assumptions: • Annual Administrative Costs: $10,000 • Unit Cost: $5 per square foot • Wholesaler Rebate: $2 per square foot • Dwelling Units: 19,714 • Turf Area per DU: 1,200 square feet • Saturation Rate: 20% C1C 2016 WATER MASTER PLAN UPDATE engineering inc 5-12 ji FIVE — WATER CONSERVATION CITY OF ARCADIA At a maximum City contribution of an additional $2 per square foot, saturation will occur after 109 acres have been converted from turf to drought tolerant landscaping at a total cost of$9.4 million. Water Use Reduction Assumptions: • Differential Water Requirement: 25 gallons per year per square foot • Maximum Reduction: 118.3 MGY Revenue Assumptions: A reduction in water use results in a drop in replenishment water costs at a rate of 2.17 $K/MG and a drop in sales of 1.87 $K/MG. This means a net revenue increase of 0.30 $K/MG. Limits of Project Implementation: Do nothing scenario, or from 10 MGY at a cost of 118 $K to 63 MGY at a cost of 9,384 $K. Economic Curve The following figure shows the cost to implement turf removal as a function of water use reduction achieved. 4 2016 WATER MASTER PLAN UPDATE clv '' engineering inc. 5-13 Vi FIVE — WATER CONSERVATION CITY OF ARCADIA EMI Turf Removal Investment Curve 10000 9000 8000 y=0.6828x2-1.52x+10 R2=1 — 7000 in- S' 6000 c a) aai 5000 -o 4000 ca u 3000 2000 1000 0 ••••• 0 20 40 60 80 100 120 140 Water Use Reduction (MGY) -Net Cost • Limits -Project Cost -Change in Revenue 5.4.6 Residential ULF Toilets This project seeks to replace standard residential toilets with ultra-low-flush toilets. Cost Assumptions: • Annual Administrative Costs: $10,000 • ULF Toilet Unit Cost: $260 • Typical Toilet Cost: $125 • Wholesaler Rebate: $100 • Average Service Life: 12.5 years • Saturation Density: 80% • Dwelling Units: 19,714 ( 1 I'I CC 2016 WATER MASTER PLAN UPDATE engineering inc 5-14 FIVE — WATER CONSERVATION CITY OF ARCADIA. • Average Toilets per DU: 2 At a maximum City contribution of an additional $35 per ULF toilet, saturation will occur at 2,523 units per year at an annual cost of$98,305. Water Use Reduction Assumptions: • Differential Water Use: 9,000 gallons per ULF toilet per year • Annual Reduction Potential: 20.4 MGY Revenue Assumptions: A reduction in water use results in a drop in replenishment water costs at a rate of 2.17 $K/MG and a drop in sales of 1.87 $K/MG. This means a net revenue increase of 0.30 $K/MG. Limits of Project Implementation: Do nothing scenario, or from 5 MGY at a cost of 52 $K to 102 MGY at a cost of 415 $K. Economic Curve The following figure shows the cost to implement ULF toilet replacement as a function of water use reduction achieved. 2016 N's'ATER MASTER PLAN UPDATE engines mg nc 5-15 FIVE — WATER CONSERVATION 11110/1 CITY OF ARCADIA ULF Toilet Investment Curve 600 500 y=0.033x2+0.1962x+50 R2=1 u s- 400 a) c a) aai 300 c nz 200 v 100 0 • 0 20 40 60 80 100 120 Water Use Reduction(MGY) -Net Cost • Limits -Project Cost -Change in Revenue 5.4.7 Residential Survey Per CUWCC (2005), residential home surveys target both indoor and outdoor water use. In practice, home surveys usually include a site visit by trained staff that: (1) solicits information on current water use practices; and (2) makes recommendations for improvements in those practices. Sometimes, indoor plumbing retrofit devices are directly installed when appropriate. The outdoor portion of the survey can vary widely, ranging from an intensive outdoor water efficiency study (turf audit, catch can test, and written recommendations for irrigation scheduling or landscape changes) to simple provision of a brochure on outdoor watering practices. Cost Assumptions: • Annual Administrative Costs: $10,000 • Cost per Survey: $40 • Recommended Survey Frequency: 5 years • Dwelling Units: 19,714 2016 WATER MASTER PLAN UPDATE engineering inc. 5-16 Pit ,17 — WATER CONSERVATION CITY OF ARCADIA • Saturation Rate: 80% At a maximum City contribution of an additional $40 per survey, saturation will occur at 3,154 units per year at an annual cost of$136,160. Water Use Reduction Assumptions: • Unit Reduction: 21 gallons per dwelling per day • Annual Reduction Potential: 19.3 MGY Revenue Assumptions: A reduction in water use results in a drop in replenishment water costs at a rate of 2.17 $K/MG and a drop in sales of 1.87 $K/MG. This means a net revenue increase of 0.30 $K/MG. Limits of Project Implementation: Do nothing scenario, or from 4 MGY at a cost of 54 $K to 96 MGY at a cost of 608 $K. Economic Curve The following figure shows the cost to implement residential surveys as a function of water use reduction achieved. 2016 WATER MASTER PLAN UPDATE 5-17 engineering Inc 1174 FIVE — WATER CONSERVATION CITY OF ARCADIA Residential Survey Investment Curve 800 700 y=0.0509x2+0.8508x+50 R2=1 600 Y t/1 ✓ 500 c a) aui 400 ;°• 300 0 v 200 100 0 • 0 20 40 60 80 100 120 Water Use Reduction(MGY) -Net Cost • Limits Project Cost -Change in Revenue 5.4.8 Irrigation Controllers Per CUWCC (2005), this project addresses technologies that automatically adjust irrigation controllers according to the needs of the landscaping. In particular, this project covers technologies have been developed to adjust schedules according to real-time measures of evapotranspiration (ETo)—or water needs more generally—including temperature, rainfall, soil moisture, and/or sunlight. Historical weather data may also be used in the controller programs. Some of these systems transmit information to the irrigation controller by satellite pager and some include two-way communication via telephone lines. Cost Assumptions: • Annual Administrative Costs: $10,000 • Cost per Device: $200 • Wholesaler Contribution: $80 per unit • Saturation Rate: 70% Cl 't C 2016 WATER MASTER PLAN UPDATE engineering inc 5-18 FIVE — WATER CONSERVATION CITY OF ARCADIA ARC \I)I • Average Service Life: 12.5 years At a maximum City contribution of an additional $120 per irrigation controller, saturation will occur at 1,104 units per year at an annual cost of$142,480. Water Use Reduction Assumptions: • Estimated Replacement in Kind: 10% • Unit Reduction: 15,000 gallons per years • Annual Reduction Potential: 14.9 MGY Revenue Assumptions: A reduction in water use results in a drop in replenishment water costs at a rate of 2.17 $K/MG and a drop in sales of 1.87 $K/MG. This means a net revenue increase of 0.30 $K/MG. Limits of Project Implementation: Do nothing scenario, or from 3 MGY at a cost of 59 $K to 74 MGY at a cost of 657 $K. Economic Curve The following figure shows the cost to implement irrigation controllers as a function of water use reduction achieved. 2016 WATER MASTER PLAN UPDATE engine nginc 5-19 WATER CONSERVATION 11011 CITY OF ARCADIA Irrigation Controller Investment Curve 800 700 600 y=0.0704x2+2.8943x+50 R2=1 Y 500 z c a v 400 cc -o 300 200 100 0 • 0 10 20 30 40 50 60 70 80 Water Use Reduction (MGY) -Net Cost • Limits -Project Cost •Change in Revenue 5.4.9 Plumbing Retrofit Per CUWCC (2005), residential plumbing retrofit involves modifying the following fixtures with low flow devices: showerheads,toilets and faucets. Low flow (LF) showerheads are designed to provide water at lower rates of water flow. Flow is typically measured in gallons per minute and low flow showerheads are rated at 2.5 gallons per minute (gpm) or less (at pressure levels up to 80 psi). California state law currently requires that all showerheads sold in the state meet the 2.5 gpm standard. Toilet displacement devices come in a variety of designs that displace some water volume in the toilet tank. Since less water is needed to refill the tank, less water is used per flush. Toilet leak detection is typically performed with dye tablets. Faucet aerators reduce flow from faucets. Cost Assumptions: • Annual Administrative Costs: $10,000 2016 WATER MASTER PLAN UPDATE engineering inc 5-20 FIVE — WATER CONSERVATION CITY OF ARCADIA • Cost per Retrofit: $20 • Dwelling Units: 19,714 • Average Service Life: 5 years • Saturation Rate: 75% At a maximum City contribution of $20 per retrofit, saturation will occur at 2,957 dwelling units per year at an annual cost of$109,140. Water Use Reduction Assumptions: • Replacement in Kind: 20% • Unit Reduction: 2,300 gallons per retrofit years • Annual Reduction Potential: 5.4 MGY Revenue Assumptions: A reduction in water use results in a drop in replenishment water costs at a rate of 2.17 $K/MG and a drop in sales of 1.87 $K/MG. This means a net revenue increase of 0.30 $K/MG. Limits of Project Implementation: Do nothing scenario, or from 3 MGY at a cost of 63 $K to 27 MGY at a cost of 325 $K. Economic Curve The following figure shows the cost to implement plumbing retrofit as a function of water use reduction achieved. 2016 WATER MASTER PLAN UPDATE 5-21 engineeringinc WATER CONSERVATION CITY OF ARCADIA Plumbing Retrofit Investment Curve 400 350 300 Y y=0.2445x2+3.4687x+50 R2=1 a) 250 c a�i• 200 c ;° 150 100 50 .........• 0 • 0 5 10 15 20 25 30 Water Use Reduction (MGY) —Net Cost • Limits —Project Cost — Change in Revenue 5.4.10 High Efficiency Washing Machines This project seeks to replace standard residential washing machines with those designed to save energy and water. Cost Assumptions: • Annual Administrative Costs: $10,000 • HE Washing Machine Unit Cost: $1,000 • Typical Washing Machine Unit Cost: $600 • Wholesaler Rebate: $150 • Average Service Life: 11 years • Dwelling Units: 19,714 • Saturation Rate: 80% 2016 WATER MASTER PLAN UPDATE engrneermg inc 5-22 FIVE — WATER CONSERVATION CITY OF ARCADIA At a maximum City contribution of$250 per HE Washing Machine, saturation will occur at 1,434 units per year at an annual cost of$368,500. Water Use Reduction Assumptions: • Unit Reduction: 5,000 gallons per year • Replacement in Kind: 30% • Annual Reduction Potential: 5.0 MGY Revenue Assumptions: A reduction in water use results in a drop in replenishment water costs at a rate of 2.17 $K/MG and a drop in sales of 1.87 $K/MG. This means a net revenue increase of 0.30 $K/MG. Limits of Project Implementation: Do nothing scenario, or from 2 MGY at a cost of 76 $K to 25 MGY at a cost of 1,824 $K. Economic Curve The following figure shows the cost to implement high-efficiency washing machines as a function of water use reduction achieved. C C 2016 WATER MASTER PLAN UPDATE engineering inc 5-23 1111 - WATER CONSERVATION Sal CITY OF ARCADIA High-Efficiency Washing Machines Investment Curve 2000 1800 1600 y=2.4994x2+7.9569x+50 Y 1400 R2=1 Q" 1200 c a� ati 1000 cc ea 800 o• 600 400 200 0 • 0 5 10 15 20 25 30 Water Use Reduction(MGY) -Net Cost • Limits -Project Cost -Change in Revenue 5.4.11 Rain Barrels Rain Barrels capture runoff from a residential roof for local irrigation use. Cost Assumptions: • Annual Administrative Costs: $10,000 • Unit Cost: $200 • Wholesaler Rebate: $75 • Average Service Life: 5 years • Dwelling Units: 19,714 • Barrels per Household: 2 • Saturation Rate: 60% C C 2016 WATER MASTER PLAN UPDATE engineering Inc 5-24 FIVE — WATER CONSERVATION CITY OF ARCADIA By making up the difference between the unit cost and wholesaler rebate, the City can distribute an estimated maximum of 4,732 barrels at $601,500 annually for five years. During the first five years, replacement is estimated at 10%, with 90% contributing to new water use reduction. After five years, most of the project cost go toward replacing old barrels rather than achieving greater efficiency. Water Use Reduction Assumptions: • Barrel Volume: 50 gallons • Rain Events per Year: 20 • Contribution to Water Use Reduction: 90% • There is potential to save 4.3 MGY during the first five years. Revenue Assumptions: A reduction in water use results in a drop in replenishment water costs at a rate of 2.17 $K/MG and a drop in sales of 1.87 $K/MG. This means a net revenue increase of 0.30 $K/MG. Limits of Project Implementation: Do nothing scenario, or from 2 MGY at a cost of 86 $K to 21 MGY at a cost of 2,991 $K. Economic Curve The following figure shows the cost to implement rain barrels as a function of water use reduction achieved. 2016 WATER MASTER PLAN UPDATE engineering Inc 5-25 FIVE — WATER CONSERVATION CITY OF ARCADIA Rain Barrel Investment Curve 3500 3000 y=6.2213x2+5.6632x+50 R2=1 Y 2500 c 2000 a, a, rr 7) 1500 ro U, 0 v 1000 500 0 •..... 0 5 10 15 20 25 Water Use Reduction (MGY) -Net Cost • Limits -Project Cost -Change in Revenue 5.4.12 Water Conservation Model Results The Water Conservation Model computes the optimal water use reduction program cost from projects listed above to meet a target water use reduction rate in 2020. In addition, to provide flexibility to the water conservation coordinator, a set of suboptimal solutions is provided as a range of implementation for the various projects. A sub-optimal solution meets the same target water use reduction rate,but at a slightly higher cost. 2016 WATER MASTER PLAN UPDATE engrneenng me 5-26 FIVE — WATER CONSERVATION CITY OF ARCADIA Water Conservation Model Output 9,000 8,000 7,000 Y ;,, 6,000 0 u 5,000 E it)0 4,000 a 3,000 iv N_ E 2,000 •y Q O 1,000 0 -1,000 0 100 200 300 400 500 600 700 800 900 1000 Program Water Use Reduction (MGY) Each data point has a corresponding chart identified as the Water Conservation Reduction Targets to illustrate the level of intensity of implementation for each of the ten water conservation projects. Based on the results of the modeling, the different conservation options are listed below in order of recommended implementation based upon the programs that are the most cost efficient: ♦ Smart Meters ♦ Audit, Leak Detection& Repair ♦ Residential ULF Toilets ♦ Residential Survey ♦ Irrigation Controllers ♦ Recycled Water ♦ Plumbing Retrofit ♦ HE Washing Machine ♦ Rain Barrels ♦ Turf Removal , jl° 2016 WATER MASTER PLAN UPDATE engineering inc 5-27 SIX— WATER SYSTEM ANALYSIS CITY OF ARCADIA 6.0 WATER SYSTEM ANALYSIS 6.1 Water Supply In the subsections that follow, the status of each pressure zone is examined in turn to determine existing firm and total supply capacity. Pump performance was taken from the Water Model. 6.1.1 Zone 1 Supply Table provides a summary of total and firm supply capacity for Zone 1. Note that the MWD turnout is not considered a source of normal supply. Per the total supply assessment, Booster Pump Orange Grove G was determined to be the largest single source of supply and was considered to be off-line for the firm capacity assessment. Table 6.1—Zone 1 Supply Summary Total Capacity Firm Capacity Source (gpm) (gpm) Orange Grove C 1,686 1,728 Orange Grove D 1,669 1,710 Orange Grove E 1,636 1,677 Orange Grove F 1,670 1,711 Orange Grove G 1,965 0 Total 8,626 6,826 6.1.2 Zone 2 Supply Table provides a summary of total and firm supply capacity for Zone 2. Per the total supply assessment, Booster Pump Orange Grove H was determined to be the largest single source of supply and was considered to be off-line for the firm capacity assessment. Table 6.2—Zone 2 Supply Summary Source Total Capacity Firm Capacity (gpm) (gpm) Orange Grove H 2,059 0 • Baldwin C 1,328 1,328 Baldwin D 1,328 1,328 2016 MATER MASTER PLAN UPDATE engineering Inc. 6-1 s' o'fa SIX—WATER SYSTEM ANALYSIS CITY OF ARCADIA Chapman Well 1,247 1,248 Colorado Well 599 599 Total I 6,561 4,503 6.1.3 Zone 3 Supply Table provides a summary of total and firm supply capacity for Zone 3. Note that Zone 2 wells contribute to meeting dependent demand in Zone 3 and are therefore considered part of the supply capacity assessments for Zone 3. Per the total supply assessment, Booster Pump St. Joseph B was determined to be the largest single source of supply and was considered to be off-line for the firm capacity assessment. Table 6.3—Zone 3 Supply Summary Source Total Capacity Firm Capacity (gpm) (gpm) Camino I 1,907 1,972 Camino J 1,903 1,967 Camino K 1,861 1,919 St Joseph A 2,762 2,994 St Joseph B 3,390 0 St Joseph C 1,725 2,222 Camino 3 Well 2,906 2,909 Orange Grove 1A Well 575 575 Orange Grove 2A Well 921 921 Orange Grove 5 Well 633 633 Orange Grove 6 Well 1,231 1,231 Chapman Well 1247 1248 Colorado Well 599 599 Total 21,660 19,190 Vie,` 2016 WATER MASTER PLAN UPDATE engineering inc 6-2 SIX—WATER SYSTEM ANALYSIS CITY OF ARCADIA 6.1.4 Zone 4 Supply Table provides a summary of total and firm supply capacity for Zone 4. Note that Zone 2 and Zone 3 wells contribute to meeting dependent demand in Zone 4 and are therefore considered part of the supply capacity assessments for Zone 4. Per the total supply assessment, the Peck Well was determined to be the largest single source of supply since is it required for compliance with the Longden Blending Plan. As a result, the Peck Well and the Londgen Plant were considered to be off-line for the firm capacity assessment. Table 6.4—Zone 4 Supply Summary Source Total Capacity Firm Capacity (gpm) (gpm) Live Oak Plant 3,169 3,169 Longden Plant 2,000 0 Camino 3 Well 2,906 2,909 St. Joseph Well 2,569 2,570 Peck Well 2,966 0 Orange Grove lA Well 575 575 Orange Grove 2A Well 921 921 Orange Grove 5 Well 633 633 Orange Grove 6 Well 1,231 1,231 Chapman Well 1,247 1,248 Colorado Well 599 599 Total 18,816 13,855 CL? L'C 2016`c\AT ER N AS"i Eii PLAN UPDATE engineering inc 6-3 SIX— WATER SYSTEM ANALYSIS CITY OF ARCADIA rir 6.1.5 Zone 5 Supply Table provides a summary of total and firm supply capacity for Zone 5. Per the total supply assessment, Booster Pump Santa Anita C was determined to be the largest single source of supply and was considered to be off-line for the firm capacity assessment. Table 6.5—Zone 5 Supply Summary Source Total Capacity Firm Capacity (gpm) (gpm) Santa Anita A 1,155 1,241 Santa Anita B 1,147 1,229 Santa Anita C 1,161 0 Total 3,463 2,470 6.1.6 Zone 6 Supply Table provides a summary of total and firm supply capacity for Zone 6. Per the total supply assessment, Booster Pump Canyon C was determined to be the largest single source of supply and was considered to be off-line for the firm capacity assessment. Table 6.6—Zone 6 Supply Summary Source Total Capacity Firm Capacity (gpm) (gpm) Canyon A 344 496 Canyon B 300 446 Canyon C 360 0 Total 1,004 942 2016 WATER MASTER PLAN UPDATE C Vit°17er engineering inc 6-4 SIX— WATER SYSTEM ANALYSIS CITY OF ARCADIA ARA -N.> s\ 6.1.7 Zone 7 Supply Table provides a summary of total and firm supply capacity for Zone 7. Per the total supply assessment, Booster Pump Whispering Pines A was determined to be the largest single source of supply and was considered to be off-line for the firm capacity assessment. Table 6.7—Zone 7 Supply Summary Source Total Capacity Firm Capacity (gpm) (gpm) Whispering Pines A 282 0 Whispering Pines B 268 302 Whispering Pines C 264 298 Total 814 600 6.2 Primary Supply Analysis The primary supply analysis compares firm supply capacity to dependent MDD in each zone. Table provides a summary of the primary supply analysis. Table 6.8—Primary Supply Analysis Firm Supply Primary Status Zone (gp ) m Requirement m (gpm) (gpm) 1 6,826 5,025 1,801 2 4,503 5,217 (714) 3 19,190 14,752 4,438 4 13,855 17,396 (3,541) 5 2,470 468 2,002 6 942 131 811 7 600 121 479 The goal for firm supply capacity is not being met in Zones 2 and 4. cc 2016 WATER MASTER PLAN UPDATE engineering iic 6-5 11.4 WATER SYSTEM ANALYSIS CITY OF ARCADIA 6.3 Secondary Supply Analysis The secondary supply analysis compares total supply capacity to the secondary supply requirement (i.e. dependent MDD plus emergency refill) in each zone. Table provides a summary of the secondary supply analysis. Table 6.9—Secondary Supply Analysis Firm Supply Secondary Status Zone (gp ) m Requirement m (gpm) (gpm) 1 8,626 7,851 775 2 6,561 8,300 (1,739) 3 21,660 18,440 3,220 4 18,816 21,084 (2,268) 5 3,463 701 2,762 6 1,004 249 755 7 814 232 582 The goal for emergency refill supply capacity is not being met in Zones 2 and 4. 2016 WATER MASTER PLAN UPDATE C1Vi . -;C 6-6 engineering inc • SIX— WATER SYSTEM ANALYSIS CITY OF ARCADIA 1i ( ,\in \ 6.4 Supply to Subzones There are two subzones, Zone 1A and Zone 2A, both supplied by pressure reducing stations. In each subzone, the control valves must satisfy two conditions: (1) PHD at 40 psi with the largest single source off-line at the continuous flow rating of the valves and (2) MDD plus Fire Flow at 20 psi residual pressure with the largest single source at the intermittent flow rating of the valves. Note that meeting the pressure requirements is dependent on the valves settings. The requirements are as shown in Table . Table 6.10—Subzone Demand Requirements Zone PHD MDD Fire Flow (gpm) (gpm) (gpm) 1A 1,854 739 5,000 2A 1,010 372 5,000 Cla-Val flow ratings are as shown in Table . Table 6.11 —Cla-Val Control Valve Flow Ratings Maximum Maximum Valve Size Recommended Recommended (inches) Continuous Intermittent Flow Rating Flow Rating (gpm) (gpm) 2 210 260 3 460 580 4 800 990 6 1,800 2,250 8 3,100 3,900 10 4,900 6,150 C 2016 WATER MASTER PLAN UPDATE engineering inc. 6-7 ii SIX— WATER SYSTEM ANALYSIS CITY OF ARCADIA The continuous and intermittent capacities in each subzone are as shown in Table . Table 6.12—Subzone Supply Capacities Individual Firm Individual Firm Pressure Valve Valve Continuous Valve Intermittent Subzone Reducing Status Diameter Continuous Intermittent Station (inches) Rating Capacity Rating Capacity (gpm) (gpm) (gpm) (gpm) Foothill 4 800 990 Blvd Active 8 3,100 3,900 1A 4,700 5,880 Second 4 800 990 Active Avenue 8 3.100 3,900 Colorado 4 800 990 Blvd Active 8 3,100 3,900 2A 4.700 5,880 Colorado 4 800 990 Place Active lace 8 3,100 3,900 Analysis of continuous capacity is as shown in Table . Table 6.13—Analysis of Subzone Continuous Capacity Continuous PHD Status Subzone Capacity (gpm) (gpm) (gpm) lA 4,700 1,854 2,846 2A 4,700 1,010 3,690 There is sufficient continuous supply capacity in Subzones 1 A and 2A. ete 2016 WATER MASTER PLAN UPDATE 6-8 engineering Inc Ilh 7144* WATER SYSTEM ANALYSIS CITY OF ARCADIA II WM Analysis of intermittent capacity is as shown in Table . Table 6.14—Analysis of Subzone Intermittent Capacity Intermittent MDD+FF Status Subzone Capacity (gpm) (gpm) (gpm) I A 5,880 5.739 141 2A 5,880 5,372 508 There is sufficient intermittent supply capacity in Subzones 1A and 2A. 6.5 Supply Recommendations In Zone 4, dependence on the Peck Well as a blending source for the Longden Plant is a vulnerability to firm supply capacity. To mitigate this dependency, there are three options to consider: (1) develop an alternative source of blending water as a back up to the Peck Well, (2) implement on-site treatment at the Longden Plant to create independence of the Longden Wells as sources of supply, or (3) replace the Longden Wells. Following implementation of one of these solutions, the supply capacity of Zone 4 should be reassessed to determine if additional supply is required. In Zone 2, additional pumping from the Raymond Basin should be implemented. This may be some combination of bringing inactive wells back on line or constructing new wells. The goals for additional sources are 1,000 gpm for firm capacity and 2,000 gpm for emergency refill capacity. 6.6 Water Storage Although there is sufficient total storage to meet the sum of the storage requirements, the distribution of storage throughout the system shows challenges for Zones 1, 2 and 7. There are limited opportunities for storage sharing by gravity; however, there is surplus storage is Zones 3 and 4 that should be leveraged to mitigate shortfalls in Zones 1 and 2. It is understood that the City is aware of the challenges in Zone 7 and has an emergency response plan in place for fire flow events that would otherwise completely drain storage. There are three options to mitigate the storage challenges in Zones 1 and 2, as described in the following subsections. 2016 WATER MASTER PLAN UPDATE engineering me 6-9 SIX— WATER SYSTEM ANALYSIS CITY OF ARCADIA 6.6.1 Storage Option 1 —Construct Additional Storage Constructing additional storage is a long-term solution and should take into consideration the impact of future development outlined in Section 2. Construct 3 MG of additional storage in Zone 1. Construct 2 MG of additional storage in Zone 2. 6.6.2 Storage Option 2—Strengthen Transmission Corridor Strengthening transmission is a near-term solution. There is surplus storage in Zone 3 and Zone 4. To take advantage of this strength, emergency power generation would assure storage sharing between the deficient zones and the zones with surplus. It is understood that there is existing emergency power generation at the Camino Plant. This assures that surplus storage in Zone 4 is available to Zone 3. To assure access to this surplus in the deficient zones, provide emergency power generation at the Orange Grove Plant sufficient to pump 2,100 gpm to Zone 1: (3,000,000 gallons\ ( day l _ 1 day I \24 x 60 min) — 2,100 gpm and 1,400 gpm to Zone 2: C2,000,000 gallons) ( day l _ 1 day 1 \24 x 60 mint 1,400 gpm 6.6.3 Storage Option 3— Partner with Upper District A partnership with Upper District to make up the storage deficit by accessing storage in the wholesaler's system is an administrative solution. It is understood that the City maintains an MWD turnout in Zone 1 and has an agreement to access storage on an emergency basis. 2016 WATER MASTER PLAN UPDATE enpnee ng Inc 6-10 SIX- WATER SYSTEM ANALYSIS CITY OF ARCADIA 0.28 MG • 0.18 MG 0 (0.05)MG • • MG t (1.88)MG T + • () •a o $;1' 1.30 MG A A t t A O O O 0 n CD CD cp 3.24 MG ° G.? t t t t r o r. O G 2016 WATER MASTER PLAN UPDATE ce engineering nc 6-11 SIX— WATER SYSTEM ANALYSIS CITY OF ARCADIA 6.7 System Pressure Analysis 6.7.1 Low Pressure Issues The Water Model was run under PHD conditions and with all pumps off. Five areas of low pressure are described in the following subsections. Low Pressure in Zone 2 A portion of the northwest corner of Zone 2 cannot achieve the goal for minimum pressure, as shown in Figure . Note that there is a pressure reducing valve in Michillinda Avenue just south of the I-210 Freeway set to provide emergency flow to this area. Figure 6.1 —Low Pressure in Zone 2 PRV Low Pressure Area • t1 'C 2016 WATER MASTER PLAN UPDATE V4: . engineering inc 6-12 tuille ill SIX-WATER SYSTEM ANALYSIS CITY OF ARCADIA The City may consider establishing Zone 1B to better serve this area. This subzone would receive supply from Zone 1 via pressure reducing stations in Michillinda Avenue and Old Ranch Road. The subzone would be generally bounded by Colorado Street on the north, Old Ranch Road on the east, Michillinda Avenue on the west and Panorama Drive on the south. The Chapman Well would have to be configured to discharge to Zone 1. Minor piping improvements would be required at the intersection of Colorado Street and Old Ranch Road and the intersection of Panorama Drive and Altura Road to define the boundary between Zone 1B and Zone 2. Low Pressure in Zone 1 Service connections in Zone 1 in the vicinity of Elkins Avenue and Wilson Avenue cannot achieve the goal for minimum pressure, as shown in Figure . Figure 6.2—Low Pressure in Zone 1 r • J • -24 psi _k/ 2016 WATER MASTER FLAN UPDATE engineering inc. 6-13 SIX— WATER SYSTEM ANALYSIS lA CITY OF ARCADIA Any impacted service connections on the south side of Elkins Avenue in the vicinity of Wilson Avenue should be reconfigured into Zone 5. Low Pressure in Zone lA Service connections in Zone 1A in the vicinity of Hillcrest Blvd. and Valencia Way cannot achieve the goal for minimum pressure, as shown in Figure . Figure 6.3—Low Pressure in Zone lA 3r8�psi 82 psi oe.R5V I' i }! C Vier 2016 WATER MASTER PLAN UPDATE engineering inP 6-14 ii SIX—WATER SYSTEM ANALYSIS CITY OF ARCADIA Al-ft \DIA Low Pressure in Zone 4 Service connections on the western boundary of Zone 4 cannot achieve the goal for minimum pressure, as shown in Figure . Figure 6.4—Low Pressure in Zone 4 i 4 44., if L `---fig 0- --_. ~ Low — Pressure \ . ---- ___ .... ii, Area ---- 4,_____CM' 7„.... 4. p w., The City may consider reconfiguring impacted pipelines into Zone 3 during cyclical pipeline replacement. 2016 WATER MASTER PLAN UPDATE cOtt• engineering inc 6-15 11 SIX— WATER SYSTEM ANALYSIS CITY OF ARCADIA Low Pressure in Zone 7 Due to the hilly terrain and the base elevation of the Torrey Pines Reservoirs, portions of Zone 7 cannot achieve the goal for minimum pressure. Figure 6.5 - Low Pressure in Zone 7 .4 psi. 2e psi 27 le ilira r' 31 ps i C 2016 WATER MASTER PLAN UPDATE engineering inc 6-16 iii SIX - WATER SYSTEM ANALYSIS CITY OF ARCADIA h 6.7.1 High Pressure Issues The Water Model was run under ADD conditions with all pumps on. Figure 6.6–High Pressure in Zone 1 ` ` - ,/' High Pressure \.Milt 1----1 —I- ' ,..„------ Area 1 i 1 .1_,1 1 / , : ' •--, , It is understood that this portion of the distribution system has been specifically designed to accommodate high pressure. Figure 6.7–Santa Anita Transmission Main Hydraulic Profile -36-E7evat ion -In-i-+ead 1200 r "150 ",.:... ...,.-_.�._,_...._.__�... tt00 1050 Santa Anita BPS e " '° Canyon Tanks 9s0 • w v y LL 900 .y.. tir 'ti.. so -J0 - : 1000 1500 2000 1500 9000 2S03 <Ca] Distance(R) 2016 WATER MASTER PLAN UPDATE engineering Inc. 6-17 SIX — WATER SYSTEM ANALYSIS CITY OF ARCADIA Figure 6.8—Camino Transmission Main Hydraulic Profile -h-Elevaiican —111—1 eae n- eoc- 640- 5_0- tC- r V - v C O �=-� El Camino Real El Camino Real & &2nd Avenue Santa Anita Avenue w 4_y - 4,c- Camino Booster u - Pump Station 200 4)2 600 833 000 12CC 1400 160C 1800 2000 X00 Distance(ft) C CC 2016 WATER MASTER PLAN UPDATE engineering in 6-18 SIX— WATER SYSTEM ANALYSIS CITY OF ARCADIA Figure 6.9—2"d Avenue Transmission Main Hydraulic Profile Elevation H>ao 540 �.c cc- LP( r. VY[- 2 nd = 2 Avenue& ° Longden Avenue m . W nd =C 2 Avenue & El Camino Real aaa- 500 t.0 1500 2000 25)2 Distance(ft) C GC 2016 WATER MASTER PLAN UPDATE engineering Inc 6-19 SIX— WATER SYSTEM ANALYSIS CITY OF ARCADIA Figure 6.10—Orange Grove Discharge Hydraulic Profile — —E aatior it- Head II u5t! • • 2.r I 1 IM • • .M ■ • . • Fcc ■ ■ • ov Q� ■ C O Santa Anita Orange Grove Plant Plant L, .• 7cc" ESC MI ECC 550 i 7 '000 -500 2.000 :500 3003 3530 4033 4500 5003 55'00 6000 Distance(ft) c ccc 2016 WATER MASTER PLAN UPDATE engineering in 6-20 SIX- WATER SYSTEM ANALYSIS labia CITY OF ARCADIA The subsections that follow identify the deficient fire hydrants. Greenfield Avenue (terminus north of Live Oak Avenue) GIS ID: 613FH003 Water Model ID: J-4217 Available Fire Flow: 703 gpm Visual of Hydrant 613FH003 4 441,4, t Greenfield Avenue (midblock north of Live Oak Avenue) GIS ID: 613FH016 Water Model ID: J-4216 Available Fire Flow: 939 gpm Visual of Hydrant 613FH016 Al C 2016 WATER MASTER PLAN UPDATE en meeting inc 6-21 ii SIX— WATER SYSTEM ANALYSIS CITY OF ARCADIA El Capitan Avenue(north of Rode11 Place) GIS ID: 613FH002 Water Model Available Fire Flow:ID: 961 J-4211 gpm Visual of Hydrant 613FH002 tI!►•---- ear r►. - Alta Vista Avenue (at Monrovia City Limit) ID: 810FH001 Water GIS Model ID: J-3457 e re m Visual Availabl of Hydrant FiFlow:810FH00838 gp1 Li► • I cal 2016 WATER MASTER PLAN UPDATE engineering inc 6-22 SIX— WATER SYSTEM ANALYSIS MI/ CITY OF ARCADIA Alta Vista and Short Street GIS ID: 810FH004 Water Model ID: J-3456 Available Fire Flow: 1,096 gpm Visual of Hydrant 810FH004 Ekt Peachtree Lane west of 6th Avenue GIS ID: 611FH030 Water Model ID: J-3419 Available Fire Flow: 970 gpm Visual of Hydrant 611FH030 Wfii C CC 2016 WATER MASTER PLAN UPDATE engineering inc 6-23 SIX— WATER SYSTEM ANALYSIS I LAM CITY OF ARCADIA Linda Way north of Altern Street GIS ID: 710FH024 Water Model ID: J-3441 Available Fire Flow: 994 gpm Visual of Hydrant 710FH024 Linda Way south of Altern Street GIS ID: 711FH021 Water Model ID: J-3440 Available Fire Flow: 1,179 gpm Visual of Hydrant 711FH021 C 2016 WATER MASTER PLAN UPDATE engineering inc 6-24 174SIX— WATER SYSTEM ANALYSIS �ill CITY OF ARCADIA Tulip Lane south of Norman Avenue GIS ID: 712FH006 Water Model ID: J-4273 Available Fire Flow: 950 gpm Visual of Hydrant 712FH006 { * , 4 A .4. tt, • ' Standish Place and Loganrita Avenue GIS ID: 711FH004 Water Mo ID -3446 Available Fire del Flow:: J 1, 189 gpm Visual of Hydrant 711FH004 rte,,. C.1VTIrc 2016 WATER MASTER PLAN UPDATE engineering inc 6-25 i SIX SYSTEM ANALYSIS CITY OF ARCADIA Winnie Way west of Andrews Road GIS ID: 511FH030 Water Model ID: J-4199 Available Fire Flow: 1,003 gpm Visual of Hydrant 511FH030 a Winnie Way west of 5th Avenue GIS ID: 611FH028 Water Model ID: J-4281 Available Fire Flow: 1,090 gpm Visual of Hydrant 611FH028 ir elli 2016 WATER MASTER PLAN UPDATE engineering inc 6-26 SIX— WATER SYSTEM ANALYSIS CITY OF ARCADIA Wistaria Avenue east of 3rd Avenue GIS ID: 611FH020 Water Model ID: J-4318 Available Fire Flow: 1,193 gpm Visual of Hydrant 611FH020 der Danimere Avenue east of 4th Avenue GIS ID: 612FH023 Water Model ID: J-4316 Available Fire Flow: 1,233 gpm [No visual verification of hydrant location] Ce Ce 2016 WATER MASTER PLAN UPDATE engineering inc 6-27 SIX— WATER SYSTEM ANALYSIS CITY Or ARCADIA Doolittle Avenue south of Winnie Way GIS ID: 712FH004 Water Model ID: J-4265A Available Fire Flow: 1,206 gpm Visual of Hydrant 712FH004 vivoxn��h Valencia Way at Hillcrest Blvd. GIS ID: 605FH011 Water Model ID: J-1527 Available Fire Flow: 947 gpm Visual of Hydrant 605FH011 2016 WATER MASTER PLAN UPDATE engineering inc 6-2 S SIX — WATER SYSTEM ANALYSIS CITY OF ARCADIA 6.8 Pipe Velocity The design criteria goal for pipe velocity is aimed at achieving efficient transmission to cut down on energy costs. Pipelines that connect facilities together are considered transmission pipelines. The Water Model was run under ADD conditions with all pumps on. The subsections that follow describe critical transmission corridors where energy efficiency could be improved. 6.9 Pipeline Redundancy Analysis Distribution mains carry water to service connections and fire hydrants. Dead-end pipelines create a vulnerability to isolated customers and are challenging to maintain. According to the design criteria,there should be: Redundant flow pathways (aka hydraulic loops)should be provided to areas serving: • 20 or more customers, or • an ADD of 20 gpm or more. The following locations were identified as dead-end pipelines serving (1) 20 or more meters or(2)20 gpm or more of ADD: • Valencia Way north of Foothill Blvd. • Santa Maria Road north of Colorado Blvd. • Arcadia Avenue west of Temple City Blvd. • Sandra Avenue east of El Monte Avenue • Louise Avenue north of Rodell Place • El Capitan Avenue north of Rodell Place • Greenfield Avenue north of Live Oak Avenue • Grace Avenue north of Lemon Avenue • Magna Vista Avenue west of Santa Anita Avenue • Norman Avenue east of 8th Avenue C11p�i'L'G 2016 WATER MASTER PLAN UPDATE engineering inc 6-29 ..*. SIX— WATER SYSTEM ANALYSIS CITY OF ARCADIA • Ahern Street west of 10 Avenue • Short Street east of Mayflower Avenue • Zone 3-4 Boundary between El Camino Real and Longden Avenue 6.10 Pipe Age Analysis Pipelines were sorted in the GIS database based on age and material. The GIS contains some data gaps with respect to pipe age and material. Note that the Water Model also contains data on pipe age and material; however, the GIS database was found to be much more accurate. Summary of GIS Database Pipeline Quantities Data Availability Length (feet) % of system Material and Age 906,879 89.75% Age Only 40,511 4.01% Material Only 59,184 5.86% No Data 3,801 0.38% Total 1,010,375 100.00% ( 2016 WATER MASTER PLAN UPDATE engineering in 6-30 SIX— WATER SYSTEM ANALYSIS /WA CITY OF ARCADIA Pipe Age Map , sry . , / , f / (1 i f . t . .-- l r y _ . \-11111 , ,.. I 7 0....,0 . .. . - - ' --• 1 ilipallin.„Igg r j ., .. e . , . -- , ii. , 11111111 HIM ! ,,r„... ,. I. , ...misii •i„,,,,;.,- .., : ,may,,Lay:AAe a-4 1111 --Aaraillit1161,A=0,11111-14-__,„__ -. = p we boa on 4 4 4.,P.,-..,,.. ,.. ..-, , 0 w own ;. 1 • r.t im.•,",'• ■,, ,, f..- L Ilk 1111 INN 01:41110 IIIIIIni ID MI „,r,..„ alt . ' Vim=•-•:11111111 tit 4 a:4,0A,• ay. ..--- ill•••=1.1. i V.Wafr,•' • illa.11166, , , e _ worm 1 si taxAttoy„,-. -, L .1, ini / IIIIIIIMINV ' MS -\1.--"--- cadta 1111.111111111 ' ,.,,,,,,t Ly..A■y.- 11111"111111111111' 3441446MINNIWita.. 1 . MOPE MO ' 4---- yr IMMIIIIIIMMI - • L bl— - , aillUMINION. , vi ..... ____---- 3541 NI , ........, ...,_ k ON di I 11.61. _ . -- •MMIBIIIIIIII"lilliiill"MM"I MINIMI 1111.11111111101111MINIMMINie 1... ir. .. ....... ........m. . ...... ..... ........ _ .., a. ... - . nalia =1, riminssaimmr -I ... arrim i ...t emiim - .. , ...4, , , on . , _ . , ..,..... 1112 --------- „, , -, vow= Min L.,- • - , is limp sio•-•- \' - / / . - . .. .,.. s • , ..„<th E. _ ! - ' ' ' ■ r ...; (31. 1 C 2016 WATER MASTER PLAN UPDATE engineering ifIC. 6-31 it SIX- WATER SYSTEM ANALYSIS CITY OF ARCADIA Pipe Age Analysis Street From To Length Dia. Mat. Year (inch) Longden Avenue Baldwin Avenue Bella Vista Drive 1,590 8 CI 1922 Fairview Avenue City Limit Baldwin Avenue 3,850 8 CI 1925 Norman Avenue Andrews Road Santa Anita Avenue 1,040 6 CI 1925 Estella Avenue Baldwin Avenue El Serano Drive 670 6 CI 1925 El Serano Drive Estella Avenue Longden Avenue 450 4 CI 1925 Alley south of 2nd Avenue 5th Avenue 1,430 6 CI 1926 Foothill Blvd. Lorena Avenue Haven Avenue Newman Avenue 390 4 CI 1926 Arcadia Avenue City Limit Baldwin Avenue 3,790 8 CI 1926 Baldwin Avenue Fairview Avenue Duarte Road 1,060 6 CI 1926 (west side) Woodruff Avenue Baldwin Avenue Midblock east of 1,490 6 CI 1926 Florence Avenue Rodeo Road North of Orange Old Oak Lane 830 6 CI 1927 Grove Avenue Alley south of 2nd Avenue 5th Avenue 1,430 6 CI 1927 Laurel Avenue 1st Avenue Forest Avenue Haven Avenue 540 6 CI 1927 Golden West Huntington Drive Duarte Road 2,150 6 CI 1927 Avenue Lovell Avenue Duarte Road Leroy Avenue 490 4 CI 1927 Mayflower Avenue Magnolia Lane Midblock south of El 690 4 CI 1927 Sur Avenue El Camino Real Midblock south of 1,330 6 CI 1927 10th Avenue Avenue Winnie Las Flores Avenue Midblock west of Santa Anita Avenue 1,090 6 CI 1927 Ivyland Avenue Florence Avenue Palm Drive Woodruff Avenue 930 6 CI 1927 Holly Avenue Rosemary Drive Las Tunas Drive 1,770 10 CI 1927 Orange Grove Santa Anita Highland Oaks Drive 910 8 CI 1928 Avenue Avenue Foothill Blvd. Michillinda Dexter Avenue 1,670 8 CI 1928 Avenue Foothill Blvd. Dexter Avenue N Baldwin Avenue 2,730 10 CI 1928 � 2016 WATER MASTER PLAN UPDATE C3f.le liC 6-32 engineering inc SIX — WATER SYSTEM ANALYSIS CITY OF ARCADIA Street From To Length Dia. Mat. Year (inch) Alley south of Floral 2nd Avenue 5th Avenue 1,430 6 CI 1929 Avenue Cross-country Main Alley south of Colorado Blvd. 1,160 8 CI 1929 east of 2nd Avenue Floral Avenue Foothill Blvd. N Baldwin Avenue Santa Anita Avenue 6,630 12 CI 1931 Foothill Blvd. Santa Anita Oakwood Drive 460 8 CI 1931 Avenue Palm Drive Baldwin Avenue Holly Avenue 2,240 12 CI 1932 Holly Avenue Duarte Road Leroy Avenue 830 12 CI 1934 Leroy Avenue Holly Avenue Ewell Lane 1,660 8 CI 1934 El Camino Real 8th Avenue 10th Avenue 950 6 CI 1941 Avenue(Zone 4) Northview Avenue Foothill Blvd. Alley south of Floral 820 8 DIP 1927 Avenue Las Tunas Drive El Monte Avenue Live Oak Avenue 2,010 8 DIP 1945 Oakhurst Lane 760 8 DIP 1948 Oakhaven Lane (west fork) 580 8 DIP 1951 El Camino Real El Monte Avenue Flood Control Channel 220 8 DIP 1951 Avenue(north side) Grandview Avenue East of Liliano Santa Anita Drive 650 8 DIP 1954 Place Lower Clamshell Highland Oaks Wilderness Park 640 6 DIP 1958 Trail Drive Bonita Street 1st Avenue Midblock 490 6 DIP 1959 Alley south of La 1st Avenue Midblock 670 4 Steel 1916 Porte Street Baldwin Avenue Huntington Drive Parking Lot Entrance 830 4 Steel 1936 north of Huntington 6.11 Pipeline Projects In the subsection that follows, pipeline projects that achieve specific goals are described in detail. Alternatives are provided as warranted. 6.11.1 Pipeline Project 1 - Louise/EI Capitan/Greenfield Upgrade Two alternatives are provided for this project. The first solves multiple hydraulic issues and the second solves fire flow capacity issues only. 2016 WATER MASTER PLAN UPDATE engrneenng inc 6-3 3 IFSIX— WATER SYSTEM ANALYSIS ..... CITY OF ARCADIA Alternative 1 for Louise/El Capitan/Greenfield Upgrade Description Acquire an easement and install 700 feet of 8-inch pipe connecting the northern terminuses of Louise Avenue, El Capitan Avenue and Greenfield Avenue. Prioritization—Medium This alternative achieves multiple design criteria goals: fire flow and pipeline redundancy. However, acquiring an easement may be complicated and installing the new pipeline may be disruptive. Furthermore, future access to the new pipeline may be limited. Despite these disadvantages, the new pipeline will provide decades of superior fire flow capacity and pipeline redundancy. Justification This alternative solves three residential fire flow deficiencies (2 in Greenfield Avenue and 1 on El Capitan Avenue) and three pipeline redundancy issues (1 each in Louise Avenue, El Capitan Avenue and Greenfield Avenue). Cee 2016 WATER MASTER PLAN UPDATE engineering inc 6-34 SIX - WATER SYSTEM ANALYSIS II Lai CITY OF ARCADIA Map of Louise/El Capitan/Greenfield Connector E Longden Ave E Longden Ave Easement rn_ 0 0 n (7, (7, (1) CD < <D ro ro 2016 WATER MASTER PLAN UPDATE erigi■ftering irtc 6-35 iffi SIX— WATER SYSTEM ANALYSIS Mil CITY OF ARCADIA Alternative 2 for El Capitan/Greenfield Upgrade Description Replace 970 feet of existing 6-inch pipe in El Capitan Avenue north of Rodell Place and replace 1,980 feet of existing 6-inch pipe in Greenfield Avenue north of Live Oak Avenue with new 8-inch pipe. Prioritization—Low This alternative achieves only fire flow capacity design criteria goals. Fire flow projects should only be initiated if the fire marshal requires it. Note that the main in El Capitan Avenue is 62-year-old CI (i.e. 38 year remaining of average service life) and the main in Greenfield Avenue is 69-year-old CI (i.e. 31 years remaining of average service life). Unless there is a significant leak issue, these mains are not candidates for cyclical replacement during the next 20 years. Justification This alternative solves three residential fire flow deficiencies (2 in Greenfield Avenue and 1 on El Capitan Avenue). 6.11.2 Pipeline Project 2—Short/Alta Vista Upgrade Description Install 2,100 feet of new 6-inch pipe in Duarte Road and Alta Vista Avenue from the intersection of Duarte Road and 10th Avenue to the northern terminus of the existing pipeline in Alta Vista Road. Prioritization—Medium This project achieves multiple design criteria goals: fire flow and pipeline redundancy. Justification This project solves two fire deficiencies in Alta Vista Avenue and a pipeline redundancy issue in Short Street. 6.11.3 Pipeline Project 3—Peachtree Lane Upgrade Description Replace 210 feet of existing 4-inch pipe in Peachtree Lane with new 8-inch pipe. 2016 WATER MASTER PLAN UPDATE e .. ' 6- engineering In c 36 k. SIX— WATER SYSTEM ANALYSIS CITY OF ARCADIA Prioritization—Low This project achieves only fire flow capacity design criteria goals. Fire flow projects should only be initiated if the fire marshal requires it. Justification This project solves a fire flow deficiency at west terminus of Peachtree Lane. 6.11.4 Pipeline Project 4 —Linda Way Upgrade Alternative 1 for Linda Way Upgrade Description Acquire an easement and install 260 feet of 6-inch pipe connecting the northern terminus of Linda Way to the main in 10th Avenue, as shown in Prioritization—Medium This alternative achieves multiple design criteria goals: fire flow and pipeline redundancy. However, acquiring an easement may be complicated and installing the new pipeline may be disruptive. Furthermore, future access to the new pipeline may be limited. Despite these disadvantages, the new pipeline will provide decades of superior fire flow capacity and pipeline redundancy. Justification This project solves two residential fire flow deficiencies in Linda Way and a pipeline redundancy issue in Altern Street. C:11 r C: 2016 WATER MASTER PLAN UPDATE engineering inc 6-37 FPI \ I SIX— WATER SYSTEM ANALYSIS CITY OF ARCADIA atti Map of Linda Way Easement and Pipeline Easement R � " Attern St Alternative 2 for Linda Way Upgrade Description Replace 1,020 feet of existing 6-inch pipe in Altern Street and Linda Avenue with new 8- inch pipe. Prioritization—Low This project achieves only fire flow capacity design criteria goals. Fire flow projects should only be initiated if the fire marshal requires it. Justification This project solves two residential fire flow deficiencies in Linda Way. 2016 WATER MASTER PLAN UPDATE (ere 6-38 engmeerieg Inc SIX— WATER SYSTEM ANALYSIS CITY OF ARCADIA WI 6.11.5 Pipeline Project 5—Tulip Lane Upgrade Alternative 1 for Tulip Lane Upgrade Description Acquire an easement and install 180 feet of 6-inch pipe connecting the southern terminus of Tulip Lane to the main in 8th Avenue, as shown in Prioritization—Medium This alternative achieves multiple design criteria goals: fire flow and pipeline redundancy. However, acquiring an easement may be complicated and installing the new pipeline may be disruptive. Furthermore, future access to the new pipeline may be limited. Despite these disadvantages, the new pipeline will provide decades of superior fire flow capacity and pipeline redundancy. Justification This project solves two residential fire flow deficiencies in Tulip Lane and a pipeline redundancy issue in Norman Avenue. 019'7 kcC 2016 WATER MASTER PLAN UPDATE engineering inc 6-39 SIX- WATER SYSTEM ANALYSIS CITY OF ARCADIA Map of Tulip Lane Easement and Pipeline i c r- US 5 E Easement Cr) co 2016 WATER MASTER PLAN UPDATE CI f 6-40 engineering inc SIX- WATER SYSTEM ANALYSIS CITY OF ARCADIA Alternative 2 for Tulip Lane Upgrade Description Replace 970 feet of existing 6-inch pipe in Norman Way east of 8`h Avenue and in Tulip Lane with new 8-inch pipe. Prioritization—Low This project achieves only fire flow capacity design criteria goals. Fire flow projects should only be initiated if the fire marshal requires it. Justification This project solves one residential fire flow deficiency in Tulip Lane. 6.11.6 Pipeline Project 6—Winnie Way Upgrade Description Replace 460 feet of existing 6-inch pipe in Winnie Way west of Andrews Road with new 8-inch pipe. Prioritization—Low This project achieves only fire flow capacity design criteria goals. Fire flow projects should only be initiated if the fire marshal requires it. Justification This project solves a fire flow deficiency in Winnie Way west of Andrews Road. 6.11.7 Pipeline Project 7—5th Avenue Upgrade Description Replace 570 feet of existing 6-inch pipe in 5th Avenue south of El Camino Real Avenue and in Winnie Way west of 5th Avenue with new 8-inch pipe. Prioritization—Low This project achieves only fire flow capacity design criteria goals. Fire flow projects should only be initiated if the fire marshal requires it. C 2016 WATER MASTER PLAN UPDATE engineering inc 6-41 SIX — WATER SYSTEM ANALYSIS CITY OF ARCADIA Justification This project solves a fire flow deficiency in Winnie Way west of 56 Avenue. 6.11.8 Pipeline Project 8—3rd Avenue Upgrade Description Replace 590 feet of existing 6-inch pipe in 3rd Avenue north of Norman Avenue and in Winnie Way east of 3rd Avenue with new 8-inch pipe. Prioritization—Low This project achieves only fire flow capacity design criteria goals. Fire flow projects should only be initiated if the fire marshal requires it. Justification This project solves a fire flow deficiency in Winnie Way east of 3rd Avenue. 6.11.9 Pipeline Project 9—Wistaria Avenue Upgrade Description Replace 630 feet of existing 6-inch pipe in Wistaria Avenue east of 4th Avenue with new 8-inch pipe. Prioritization—Low This project achieves only fire flow capacity design criteria goals. Fire flow projects should only be initiated if the fire marshal requires it. Justification This project solves a fire flow deficiency in Wistaria Avenue east of 4th Avenue. 6.11.10Pipeline Project 10 —Danimere Avenue Upgrade Description Replace 600 feet of existing 6-inch pipe in Danimere Avenue east of 4th Avenue with new 8-inch pipe. C , C 2016 WATER MASTER PLAN UPDATE engineermginc 6-42 SIX— WATER SYSTEM ANALYSIS CITY OF ARCADIA rl1i_,';I)i,\ Prioritization—Low This project achieves only fire flow capacity design criteria goals. Fire flow projects should only be initiated if the fire marshal requires it. Justification This project solves a fire flow deficiency in Danimere Avenue east of 4th Avenue. 6.1 1.11Pipeline Project 11 —Doolittle Avenue Upgrade Description Replace 610 feet of existing 6-inch pipe in Doolittle Avenue south of Winnie Way with new 8-inch pipe. Prioritization—Low This project achieves only fire flow capacity design criteria goals. Fire flow projects should only be initiated if the fire marshal requires it. Justification This project solves a fire flow deficiency in Doolittle Avenue south of Winnie Way. 6.11.12Pipeline Project 12 —Valencia Way Upgrade Description Reconfigure Sycamore Avenue east of 2nd Avenue into Zone 1A. Acquire easement and install 750 feet of new 6-inch pipe between the eastern terminus of Sycamore Avenue and the western terminus of Hillcrest Blvd. See Prioritization—Medium This project achieves multiple goals: pipeline redundancy, system pressure and fire flow. Justification This project solves two fire flow deficiencies in Valencia Way, a redundancy issue in Valencia Way and a high pressure issue in Sycamore Avenue. 2016 WATER MASTER PLAN UPDATE engineering in 6-43 SIX — WATER SYSTEM ANALYSIS CITY OF ARCADIA Map of Valencia Way Easement and Pipeline I Y ° Easement Foothill middle school et Foothills Jr High School E Sycamore Ave z cz !! Ralphs Walgreens Tea House Arcadia Wellness Center 0.4cDonald's • Bank of America I Keller Williams Realty E Foothill Blvd E Foothill Blvd 6.11.13Pipeline Project 13—Laurel/Floral Upgrade Description Install 1,350 feet of new 8-inch pipe in Laurel Avenue between 2nd Avenue and 5th Avenue. Install 1,350 feet of new 8-inch pipe in Floral Avenue between 211d Avenue and 5th Avenue. Abandon the existing pipeline in the alley north of Laurel Avenue between 2nd Avenue and 5th Avenue. Abandon the existing pipeline in the alley north of Floral Avenue between 2nd Avenue and 5th Avenue. Abandon existing pipeline in the Northview Avenue between Foothill Blvd. and Forest Avenue. Abandon existing north-south cross- country pipeline east of 2nd Avenue between Forest Avenue and Colorado Blvd. Prioritization-High This project replaces aging infrastructure and improves access. 2016 WATER MASTER PLAN UPDATE Cete engineering inc 6-44 1 I SIX—WATER SYSTEM ANA CITY OF ARCADILYSIS A Justification The pipelines being replaced were installed in alleyways in the 1920's. Installing new mains in the streets will allow the City to abandon this obsolete and inaccessible infrastructure. Map of Laurel/Floral Improvement 1 New Main narmsamimi. " wilimilw An • mum . . millia Y IIIIIIIIIIINP Amu ,_. u. New Main 2 1A i sS. IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII eo-+tM' C - Cele2016 WATER MASTER PLAN UPDATE engineering G 6-45 SIX—WATER SYSTEM ANALYSIS CITY OF ARCADIA 6.12 Reservoir Assessment If properly maintained, a reservoir can last indefinitely. For purposes of analysis, the average service life for reservoirs has been set at 80 years per planning criteria. As reservoirs approach the average service life, additional scrutiny of inspection reports is warranted to determine whether replacement would be a benefit to the City. The following table provides an assessment based on age of the active reservoirs. Reservoir Condition Assessment Construction Age Remaining Reservoir Date (years) Service Life (years) St Joseph 2 1971 44 36 St Joseph 3 2004 11 69 Orange Grove 2 1920 95 (15) Orange Grove 3 1653 62 18 Orange Grove 4 1953 62 18 Orange Grove 5 1965 50 30 Baldwin 2 1962 53 27 Baldwin 3 1966 49 31 Santa Anita 3 1961 54 26 Santa Anita 4 2004 11 69 Torrey Pines 1 1994 21 59 Torrey Pines 2 1994 21 59 Canyon 1 1956 59 21 Canyon 2 1956 59 21 Upper Canyon 1 1999 16 64 Chapman Forebay 1900 151 (71) Longden Forebay 1928 87 (7) Camino Forebay Live Oak Forebay 1992 23 57 Orange Grove 2 is beyond the 80-year average service life. Orange Grove 3 and Orange Grove 4 will surpass the average service life within 20 years. These three reservoirs are Carr: 2016\TER MASTER PLAN UPDATE engineering inc 6-46 ik ;f SIX— WATER SYSTEM ANALYSIS CITY OF ARCADIA all located in Zone 3, which currently has a storage surplus of 1.30 MG. If one or more of these reservoirs is identified for replacement, the City should consider the implications of future demand in sizing replacements. The Chapman and Longden Forebays are beyond the 80-year average service life. 6.13 Pump Assessment There are 14 well pumps and 29 booster pumps. Assuming an average service life of 30 years per pump, the City should budget for 1.4 pump replacements each year(28 over 20 years): (14 well pumps + 29 booster pumps) 1.4 pump replacements per year 30 years Based on SCE efficiency testing, prioritization for pump replacement or refurbishment is shown in the following tables. Booster Pump Replacement Prioritization Booster Pump Efficiency (%) Santa Anita B 59.1 Santa Anita C 59.1 Canyon A 60.5 Canyon B 61.0 Canyon C 61.1 Santa Anita A 62.1 Well Pump Replacement Prioritization Well Efficiency Recent (%) Activity St. Joseph 58.2 Replaced 2015 Orange Grove 5A 58.6 Longden 2 60.0 Deactivated Orange Grove 6 60.4 Colorado 60.6 _ Anoakia 63.9 _ Restricted Use Live Oak 64.2 Replaced 2014 Orange Grove 1 A 64.3 C11 I't G 2016 WATER MASTER PLAN UPDATE engineering inc 6-47 SIX— WATER SYSTEM ANALYSIS MUM CITY OF ARCADIA 6.14 Impact of Development The following table provides insight into the storage and supply impacts of known large development projects. Projected Impact of Known Development Storage Supply Land Use Focus Area Zone Impact Impact (MG) (gpm) Downtown Arcadia 3 1.2 640 First Avenue and Duarte Road 3 0.4 190 Live Oak Avenue 4 1.2 620 Lower Azusa Road Reclamation Area 4 1.0 560 Santa Anita Park 2 1.0 510 6.15 Evaluation of 2008 Water Master Plan Project Viability The following table provides a summary of capital improvement project recommended in the 2008 Water Master Plan that have been constructed yet regarding viability with respect to current condition and requirements. Viability of Remaining 2008 CIPs Category 2008 ID Project Name Assessment of Viability A.11 Longden l Well There is an opportunity to improve water quality and Reconstruction quantity by redrilling deeper wells at the same location.The Longden Longden 2 Well combined capacity and resulting water quality of the new Site A.12 Reconstruction wells will determine the final design of treatment(if any) C.1 & C 2 Longden Pump Station and the booster station(if beneficial to new configuration). A.1 Hugo Reid Mixing Facility Additional study in coordination with RWQC B. A.4 Tulip Well A.5 SART Well A.6 City Library Well Goal of combined groundwater production to satisfy MDD with largest single source out of service. Such analysis is Supply A.7 Camino 4 Well not site specific. A.9 Peck Well Alt. A.10 Live Oak Well Alt. A.13 Orange Grove Well Increased production in the Santa Anita Subarea of the Replacement Raymond should be a priority. C CC 2016 WATER MASTER PLAN UPDATE 6-4 engineering inc SIX- WATER SYSTEM ANALYSIS CITY OF ARCADIA Category 2008 ID Project Name Assessment of Viability Pump Baldwin Pump Station Pending results of Asset Management prioritization. Stations Reconstruction D.3 Water Main Replacement Pending results of Asset Management prioritization. Pipelines Santa Anita Transmission D.4 Replacement No reference to this project in 2008 WMP. There are gaps remaining in the SCADA system that should E.l.a SCADA Upgrades be mitigated for more reliable analysis,system control and auditing. Control The 2008 WMP identifies Hugo Reid(Zone 2 Supply)and Systems the Live Oak Plant(Zone 4 Supply);however,there is no E.l.b Emergency Generators and justification for choosing these locations and sources. A Transfer Switches more comprehensive recommendation is provided in the 2015 WMP citing emergency storage sharing as a justification for installing emergency power generation. F.1 Valve Replacement Program This is a maintenance program, not a capital project. Valves F.2 Santa Anita and Second at No justification provided in 2008 WMP. Longden F.3 Santa Anita 30-inch Main No justification provided in 2008 WMP. Meters G.1 Meter Repair and This is a maintenance program,not a capital project. Replacement Program Exception,conversion to AMI would be a capital project. There is already a manually operated zone valve at this H.2 6 to 5,Canyon west of location.No control valve is required.It is assumed there is Highland Vista a bypass in the Canyon Booster Station that can perform the function. Pressure 5 to 1,Elkins east of Santa Stations H.3 Anita Consistent with establishing new Subzone 5A. 1 to 3,Santa Anita and There is adequate control between Zone 1 and Zone 3 at the H.5 Foothill Orange Grove facility. No control valve is required at this location. J.1 Facilities HVAC This is a maintenance program,not a capital project. Fire Valid.Recommended to develop flushing criteria in terms Hydrants J.3 Flushing Program Analysis of risk management and compliance with water quality monitoring for DBPs. c&° 2016 WATER MASTER PLAN UPDATE engineering inc 6-49 auql ifi _ SEVEN — REFERENCES CITY OF ARCADIA 7.0 REFERENCES American Water Works Association. (2007). Advancing the Science of Water: AWWARF and Distribution System Water Quality. AWWA Research Foundation. American Water Works Association. (2012). Buried No Longer: Confronting America's Water Infrastructure Challenge. Water Utility Council. Stratus Consulting — Boulder, Colorado American Water Works Association(April 18, 2012) Letter Regarding:MTBE Liability Waiver in the "Domestic Fuels Protection Act" http://www.awwa.org/files/GovtPublicAffairs/GADocuments/AWWAletterHR4345Apri12012.pdf American Water Works Association(September 20, 2011) Letter Regarding: "End Unnecessary Costs Caused by Report Mailing Act of 2011. " http://www.awwa.org/files/GovtPublicAffairs/GADocuments/AWWAJointletterToomeyCCRSept2011.pdf American Water Works Association(May 20, 2008) Water Resource Impacts of Climate Change and the "Lieberman-Warner Climate Security Act" http://www.awwa.org/files/WaterClimate.pdf American Water Works Association(February 25, 2010) Statement for the House Subcommittee on Energy and Environment on Endocrine- Disrupting Compounds in Drinking Water http://www.awwa.org/files/GovtPublicAffairs/PDF/EDCsFeb25.pdf Association of California Water Agencies (website accessed April 27, 2012) Water Quality: Chromium 6 http://www.acwa.com/content/advocacy/issues/water-quality Local Agency Formation Commission of Los Angeles County(December 1, 2004) Municipal Service Review, Water Service— West San Gabriel Valley Prepared by Dudek and Associates, Inc. 2016 WATER MASTER PLAN UPDATE engrnee ng Inc 7-1 SEVEN— REFERENCES CITY OF ARCADIA Metropolitan Water District of Southern California. (September, 2007). Groundwater Basin Reports: San Gabriel Valley Basins—Raymond Basin, Chapter 4, pp.8-1 through 8-16. http://www.mwdh2o.com/mwdh2o/pages/yourwater/supply/groundwater/PDFs/SanGabri elValleyBasins/RaymondBasin.pdf California Department of Water Resources. (February, 2004). California's Groundwater Bulletin 118:Hydrologic Region South Coast—Raymond Groundwater basin. http://www.water.ca.gov/pubs/groundwater/bulletin 118/basindescriptions/4-23.pdf United States Department of the Interior, Bureau of Reclamation. (May, 2012). Reclamation—Managing Water in the West. http://www.usbr.gov/WaterSMART/title/docs/FY 12TitleXVlProjectDescriptions.pdf Water Quality Authority. (February 20, 2013). 2013 San Gabriel Basin Groundwater Quality Management and Remediation Plan "§406 Plan". http://www.wga.com/wp- content/uploads/2011/07/2013_406_Final-Approved-by-Board-022013-reduced-size.pdf 2016 WATER MASTER PLAT! UPDATE engmeenng me 7-2 Appendix B — Water System Operations and Maintenance i TABLE OF CONTENTS CITY OF ARCADIA ._. ,i")i'' TABLE OF CONTENTS 1.0 Longden, Saint Joseph, & Orange Grove Water Blending Plans 1-1 2.0 Existing Facilities 2-1 2.1 Facilities 2-1 2.2 Condition of Current Facilities 2-9 2.3 Control Systems 2-14 3.0 Asset Management 3-1 3.1 General Description 3-1 3.2 Wells 3-1 3.3 Air Strippers 3-4 3.4 Reservoirs 3-6 3.5 Booster Pumps 3-12 3.6 Control Valves 3-15 3.7 Chlorinators 3-19 3.8 Pipelines and Appurtenances 3-22 3.9 Electrical Components 3-26 4.0 Pump Performance Curves 4-1 d 2015 WATER MASTER PLAN UPDATE engineering inc 1 jONE - LONGDEN, SAINT JOSEPH, AND ORANGE GROVE WATER BLENDING PLANS CITY OF ARCADIA 3`t 1.0 LONGDEN, SAINT JOSEPH, & ORANGE GROVE WATER BLENDING PLANS cOle 2015 WATER MASTER PLAN UPDATE engineering inc 1-1 TWO — EXLSTING FACILITIES CITY OF ARCADIA i RL vi)trA 2.0 EXISTING FACILITIES 2.1 Facilities A facility is a location that includes multiple system components at a single site. Facilities tend to consolidate infrastructure. The following subsections provide an overview the existing facilities. 2.1.1 Live Oak Plant The Live Oak Plant is located adjacent to the Rio Hondo Wash just south of Live Oak Avenue. The Plant includes the following components: 4. Live Oak Well 4 Live Oak Forebay 4. Live Oak Booster Station The Live Oak Well pumps groundwater from the Main San Gabriel Basin to the Forebay. The Live Oak Booster Station pumps water from the Forebay to Zone 4. Live Oak Plant 17T7TL irfAtri4 414 .11 4 + 4 (�°, sr mg A If 2015 MATER MASTER PLAN UPDATE engineering inc 2-1 4 TWO — EXISTING FACILITIES CITY OF ARCADIA 2.1.2 Longden Plant The Longden Plant is located at the intersection of Longden Avenue and Ashmont Avenue. The Plant includes the following components: Longden Well 1 4- Longden Well 2 4- Air Stripper Towers 4- Longden Forebay 4- Longden Booster Station The Longden Wells pump groundwater from the Main San Gabriel Basin via the air strippers to the Longden Forebay. Production from the Peck Road Well is blended with the treated production from the Londegn Wells in the Longden Forebay per the Longden Blending Plan. The Longden Booster Station pumps the blended water from the Longden Forebay to Zone 4. Longden Plant :..-... .... ...E—;` 'iF s _ C 2015 WATER MASTER PLAN UPDATE engineering inc 2-2 TWO — EXISTING FACILITIES CITY OF ARCADIA 2.1.3 Camino Plant The Camino Plant is located on El Camino Real Avenue midblock between lst Avenue and 2nd Avenue. The Plant includes the following components: .14 Camino Well 3 Camino Booster Station The Camino Well pumps groundwater from the Main San Gabriel Basin to Zone 3. The Camino Booster Station pumps water from Zone 4 to Zone 3. The functions of the well and the booster station are independent of each other. There is an inactive forebay at the site. Camino Plant •r s • - F C_ 2015 WATER MASTER PLAN UPDATE engineering in 2-3 ifi TWO — EXISTING FACILITIES VIM CITY OF ARCADIA 2.1.4 St. Joseph Plant The St. Joseph Plant is located at the intersection of St. Joseph Avenue and 2nd Avenue. The Plant includes the following components: 4- St. Joseph Reservoir 2 • . St. Joseph Reservoir 3 •4 St. Joseph Well 2 4. St. Joseph Booster Station The St. Joseph Reservoirs serves the storage needs of Zone 4 and sets the hydraulic grade line for the zone. St. Joseph Well 2 pumps groundwater from the Main San Gabriel Basin to the St. Joseph Reservoirs. The St. Joseph Booster Station pumps water from the St. Joseph Reservoirs to Zone 3. St.Joseph Plant • . • - . as - w _ v 2.1.5 Orange Grove Plant The Orange Grove Plant is located on Orange Grove Avenue between Santa Anita Avenue and Hyland Avenue. The Plant includes the following components: 4. Orange Grove Reservoir 2 4. Orange Grove Reservoir 3 4 Orange Grove Reservoir 4 4 Orange Grove Reservoir 5 4 Orange Grove Well 1 4 Orange Grove Well 2A 4 Orange Grove Well 5 4. Orange Grove Well 6 C CC 2015 WATER MASTER PLAN UPDATE engmeenng inc 2-4 �$ EXISTING FACILITIES CITY OF ARCADIA n'3 -l- Orange Grove Booster Station [C, D, E, F] Orange Grove Booster Station [G, H] The Orange Grove Reservoirs serve the storage needs of Zone 3 and set the hydraulic grade line for the zone. All Orange Grove wells pump groundwater from the Santa Anita Subarea of the Raymond Basin. Well 1A discharges to Orange Grove Reservoir 3. Well 5 discharge to Orange Grove Reservoir 5. Discharge from Orange Grove Well 2A and Orange Grove Well 6 is blended with supply from Zone 4 per the Orange Grove Blending Plan. Orange Grove Booster Station [C, D, E, F] pumps blended water from the Orange Grove Reservoirs to Zone 1. Orange Grove Booster Station [G, H] pumps blended water from the Orange Grove Reservoirs to Zone 1 via Booster Pump G and to Zone 2 via Booster Pump H. Orange Grove Plant _ ``' � r a 2015 WATER RIASTER PLAN UPDATE engmeenng me 2-5 TWO — EXISTING FACILITIES CITY OF ARCADIA 2.1.6 Santa Anita Plant The Santa Anita Plant is located at the interstation of Santa Anita Avenue and Elkins Avenue. The Plant includes the following components: 4- Santa Anita Reservoir 3 4- Santa Anita Reservoir 4 4- Santa Anita Booster Station The Santa Anita Reservoirs serve the storage needs of Zone 1 and set the hydraulic grade line for the zone. The Santa Anita Booster Station pumps water from the Santa Anita Reservoirs to Zone 5. Santa Anita Plant AIM Uliti lea ;, • • • • II i 2015 WATER MASTER PLAN UPDATE engineering inc 2-6 fig TWO — EXISTING FACILITIES CITY OF ARCADIA Will 2.1.7 Canyon Plant The Canyon Plant is located northwest of the interstation of Canyon Road and Cielo Place. The Plant includes the following components: 4- Canyon Reservoir 1 4- Canyon Reservoir 2 4. Canyon Booster Station The Canyon Reservoirs serve the storage needs of Zone 5 and set the hydraulic grade line for the zone. The Canyon Booster Station pumps water from the Canyon Reservoirs to Zone 6. Canyon Plant A ' 't ' ' t 4. r., C 2015 WATER MASTER PLAN UPDATE engineering Inc 2-7 TWO — EXISTING FACILITIES INVIN CITY OF ARCADIA 2.1.8 Chapman Plant The Chapman Plant is located on Michillinda Avenue between Colorado Blvd. and Volante Drive. The Plant includes the following components: +& Chapman Well 7 The Chapman Well pumps groundwater from the Pasadena Subarea of the Raymond Basin to Zone 2. There is an inactive forebay at the site. Chapman Plant c oleKc 2015 WATER MASTER PLAN UPDATE engineering iii 2-8 TWO — EXISTING FACILITIES CITY OF ARCADIA \io, .1i)I '1 2.2 Condition of Current Facilities Current Water Well Data Horse- Pump Motor Last Efficiency Specific Well Basin Efficiency ° Capacity power MFR MFR Test Date (Y°) (gpm/feet) Live Oak Main Basin 250 INGER US 5/17/2013 64.2 327.8 Longley Main Basin 300 FLOWS FLOWS 4/28/2014 69.6 24.1 Peck Main Basin 600 L&B GE 4/28/2014 71.6 230.8 St Joseph Main Basin 400 FLOWA US 5/2/2014 58.2 101.3 Longden 1 Main Basin 150 VERTI US 3/30/2012 71.2 248.1 Longden 2(Inactive) Main Basin 150 VERTI GE 3/30/2012 60.0 305.6 Camino 3 Main Basin 500 FLOWS US 6/6/2014 65.6 111.2 Orange Grove IA Santa Anita Subarea 100 GOULD US 3/2/2012 64.3 22.7 Orange Grove 2A Santa Anita Subarea 100 LAYNE US 3/4/2014 95.4 17.3 Orange Grove 5A Santa Anita Subarea 75 N/A N/A 3/2/2012 58.6 17.4 Orange Grove 6 Santa Anita Subarea 100 N/A US 3/2/2012 60.4 22.3 Chapman Pasadena Subarea 250 FLOWA US 6/6/2014 67.7 15.8 Colorado Pasadena Subarea 100 HITAC HITAC 6/6/2014 60.6 11.4 Anoakia(Restricted) Pasadena Subarea 150 BJ BJ 6/6/2014 63.9 22.7 Current Reservoir Data Location Reservoir Material Construction Date N Second Avenue & St Joseph 2 Concrete 1971 E Santa Clara Street St Joseph 3 Concrete 2004 Orange Grove 2 Concrete 1920 N Santa Anita Avenue & Orange Grove 3 Steel 1653 W Orange Grove Orange Grove 4 Steel 1953 Avenue Orange Grove 5 Concrete 1965 N Baldwin Avenue& Baldwin 2 Concrete 1962 W Orange Grove Avenue Baldwin 3 Concrete 1966 cart' 2015 WATER MASTER PLAN UPDATE engineering inc 2-9 V/ TWO — EXISTING FACILITIES CITY OF ARCADIA IWO Santa Anita 3 Concrete 1961 Santa Anita 4 Concrete 2004 Torrey Pines 1 Steel 1994 Torrey Pines Drive Torrey Pines 2 Steel 1994 Canyon Road& Canyon 1 Steel 1956 Cielo Place Canyon 2 Steel 1956 Canyon Road& Upper Canyon 1 Steel 1999 Monte Place t. 2015 WATER MASTER PLAN UPDATE c.)vir. 2-10 engineering inc TWO — EXISTING FACILITIES CITY OF ARCADIA. Current Booster Pump Data Booster Pump Efficiency Test Date Baldwin C Baldwin D Camino J Camino K Camino L Canyon A 3/30/2012 Canyon B 3/30/2012 Canyon C 3/30/2012 Live Oak A Live Oak B Live Oak C Longden A 4/13/2012 Longden B Longden C 4/13/2012 Orange Grove C 3/26/2012 Orange Grove D 3/26/2012 Orange Grove E 3/26/2014 Orange Grove F 3/26/2012 Orange Grove G 3/26/2012 Orange Grove H 3/26/2012 Santa Anita A 5/2/2014 Santa Anita B 5/2/2014 Santa Anita C 5/2/2014 St Joseph A 4/28/2014 St Joseph B 4/28/2014 St Joseph C 4/28/2014 Whispering Pines A Whispering Pines B Whispering Pines C 2015 WATER MASTER PLAN UPDATE engineering Inc 2-11 4i�r . { TWO — EXISTING FACILITIES CITY OF ARCADIA Booster Pump Operating Data Booster Pump HP Pump Motor Efficiency MFR MFR (%) Baldwin C Baldwin D Camino J Camino K Camino L Canyon A 75 JOHNS US 60.5 Canyon B 75 JOHNS US 61.0 Canyon C 75 JOHNS US 61.1 Live Oak A Live Oak B Live Oak C Longden A 250 WINTH GE 68.4 Longden B Longden C 75 AUROR WAGNR 68.2 Orange Grove C 200 FLOWA US 74.0 Orange Grove D 200 FLOWA US 73.6 Orange Grove E 200 FLOWA US 73.2 Orange Grove F 200 FLOWA US 73.1 Orange Grove G 200 BJ US 72.5 Orange Grove H 100 GENER US 74.2 Santa Anita A 125 INGER US 62.1 Santa Anita B 125 INGER US 59.1 Santa Anita C 125 INGER US 59.1 St Joseph A 150 FM US 75.8 St Joseph B 150 FM US 75.2 St Joseph C 150 FM US 75.7 Whispering Pines A Whispering Pines B Whispering Pines C 2015 WATER MASTER PLAN UPDATE C 2-12 engineering inc 1 TWO - EXISTING FACILITIES CITY OF ARCADIA 2.2.1 Pipelines Pipelines tend to have a very long average service lives depending on the pipeline material. AWWA recently completed a report' on aging water infrastructure to assist utilities in establishing programs for pipe replacement. Material 11 4 6 8 10 12 14 16 18 20 24 30 36 Total Stainless Steel 1,933 135 356 846 631 0 1,069 177 754 595 20 0 6,516 Ductile Iron 4,942 5,951 37,199 1,150 66,541 0 14,763 4,183 7,032 18,979 10,879 460 172,079 Cast Iron 15,414 296,863 239,401 32,751 80,874 0 0 0 123 167 0 0 665,593 Welded Steel 0 0 30 148 229 130 9,796 0 4,910 2,710 12,978 10,958 41,889 Reinforced Concrete 0 0 0 0 0 0 7,221 12,446 0 88 0 0 19,755 Steel 0 0 0 0 0 0 717 0 0 88 6,161 0 6,966 Unknown 0 0 400 1081 1371 0 0 0 0 556 31 0 3,439 Total 22,289 302,949 277,386 35,976 149,646 130 33,566 16,806 12,819 23,183 30,069 11,418 916,237 Note that the Water Model was not programmed with pipe installation dates; therefore, additional work will be required to correlate pipe material, location, age, diameter, and leak history. ' AWWA.(2012).Buried No Longer: Confronting America's Water Infrastructure Challenge. http://www.awwa.org/Portal s/0/files/l egreg/document s/B uri edNoLonger.pd f 2015 WATER MASTER PLAN UPDATE engineering inc 2-13 ki4TWO — EXISTING FACILITIES NMI CITY OF ARCADIA 2.3 Control Systems The SCADA system control center or Human-Machine Interface (HMI) is located at Public Works. The HMI receives and processes real-time data from registers monitoring the performance of key system components. 2.3.1 Reservoirs Tank levels are monitored by the registers shown in the following table. SCADA Reservoir Registers SCADA ID Measurement Unit Tank BALDWIN RE LEVEL Active Level ft. Baldwin Reservoir 2 BALDWIN RW LEVEL Active Level ft. Baldwin Reservoir 3 CANYON_RN_LEVEL Active Level ft. Canyon Reservoir 1 CANYON RS LEVEL Active Level ft. Canyon Reservoir 2 LIVEOAK R1 LEVEL Active Level ft. Live Oak Forebay LONGDEN_R1_LEVEL Active Level ft. Longden Forebay ORANGE_R5_LEVEL Active Level ft. Orange Grove Reservoir 5 SANTA RW LEVEL Active Level ft. Santa Anita Reservoir 3 SANTA RE LEVEL Active Level ft. Santa Anita Reservoir 4 STJOE_RE LEVEL Active Level ft. St Joseph Reservoir 2 STJOE RW LEVEL Active Level ft. St Joseph Reservoir 3 TORREY RN LEVEL Active Level ft. Torrey Pines Reservoir 1 TORREY_RS_LEVEL Active Level ft. Torrey Pines Reservoir 2 UCANYON_R1_LEVEL Active Level ft. Upper Canyon Reservoir 1 2.3.2 Wells Run status (on/off), drawdown depth, flow and discharge pressure data are collected for the wells, as shown in the following table. SCADA Well Registers c c 2015 WATER MASTER PLAN UPDATE engineering inc 2-14 kr. . TWO — EXISTING FACILITIES CITY OF ARCADIA. Run Status Drawdown Flow Discharge Well (on/off) (feet) (gpm) Pressure (psi) Anoakia • • • Camino 3 • • • • Chapman • • • • Colorado • • • Live Oak • • • Longden 1 • • Longden 2 • • Longley • • • • Orange Grove 1 A • • Orange Grove 2A • • Orange Grove 5A • • Orange Grove 6 • • Peck • • St. Joseph • • • 2.3.3 Booster Pumps All booster pumps are organized into booster stations. Certain data are required for each pump and other data may reflect either the pump performance or the collective performance of the station. Run status (on/off), flow, suction pressure and discharge pressure data are collected for the booster pumps, as shown in the following table. SCADA Booster Pump Registers Statio Suction Discharg Run Pump Booster n Flow Pressur e Booster Pump Status Flow Station (gpm) e(psi) Pressure (on/off (gpm) _- (psi) Baldwin • Baldwin C • Baldwin D • cel: t C 2015 WATER MASTER PLAN UPDATE engineering iitc 2-15 ifiTWO — EXISTING FACILITIES Ilk*All CITY OF ARCADIA Statio Suction Discharg Run Pump Booster n Flow Pressur e Booster Pump Status Flow Station (gpm) e (psi) Pressure (on/off (gpm) (psi) ) Camino J • Camino • Camino K • Camino L • Canyon A • Canyon • Canyon B • Canyon C • Live Oak A • Live Oak • Live Oak B • Live Oak C • Longden A • Longden • Longden B • Longden C • Orange Grove C • Orange Grove Orange Grove D • [CDEF] Orange Grove E • Orange Grove F • Orange Grove Orange Grove G • • [GH] • Orange Grove H • • Santa Anita A • Santa Anita • Santa Anita B • Santa Anita C • St Joseph A • St Joseph • St Joseph B • St Joseph C • Whispering Pines . Whispering Whispering Pines • Pines Whispering Pines . Other SCADA Registers C 2015 WATER MASTER PLAN UPDATE engineering inc. 2-16 TWO — EXISTING FACILITIES CITY OF ARCADIA SCADA ID Measurement Type Unit Comment P12AS PRZ1_PSI Discharge Pressure psi PI2AS_PRZ2_PSI Discharge Pressure psi P1A_PRZ1A_PSI Discharge Pressure psi P2A_PRZ2A_PSI Discharge Pressure psi P34A_PRZ3_PSI Discharge Pressure psi P34A_PRZ4_PSI Discharge Pressure psi STJOE_X1_FLOW Discharge Flow gpm STJOE_X2_FLOW Discharge Flow gpm ce ce 2015 WATER MASTER PLAN UPDATE engineernig incinc 2-17 THREE — ASSET MANAGEMENT CITY OF ARCADIA 3.0 ASSET MANAGEMENT 3.1 General Description Planning criteria are a foundational concept for asset management. All components of the distribution system have a finite practical service life. In general, this means that at some point in time following component installation, the benefits of replacement outweigh the benefits of repair. It is understood that the City is implementing a new GIS-based asset management system. Such a system would enable the City to identify candidate maintenance, replacement, and capital projects using quantitative analysis, provided performance data are gathered and stored in an appropriate format. To assist with the development of the asset management system, the type and format of data to be included is provided in the following subsections as a recommendation. The goal of this future data collection effort is to provide a platform for informed decision- making with respect to asset management, capital replacement, and capital improvement projects. 3.2 Wells Wells are the primary source of water for the City. Well Components Wells consist of three basic component groups: casing,pump and site. A well casing and well packing are static components that tend to have a long service life. These components may be susceptible to corrosion or to a loss of capacity due to changes in geology or hydrology. A well pump and motor are the primary mechanical components of a well and have a predictable service life based on size,hours of operation and maintenance. At the well site, the remaining components of a well include electrical, piping, valves, disinfection equipment,water level sounding tubes, SCADA registers, and meters. Well Inspection Data and Intervals Well Base Data Data Type Data Point Unit Physical Data Well Designation GIS ID C 2015 WATER MASTER PLAN UPDATE engineering inc 3-1 1rTHREE - ASSET MANAGEMENT Mal CITY OF ARCADIA Data Type Data Point Unit Station Designation GIS ID Location Address Elevation Feet Source Name of basin Pressure Zone Number Diameter of casing Inches Depth of casing Feet Pump type [per list] Pump manufacturer [per list] Motor manufacturer [per list] Horsepower Number Electrical load kW Manufacturer's pump curve [data set] Design head Feet Design flow GPM Design speed RPM Year well drilled Date Average service life Years Estimated service life remaining Years Well Economic Data Estimated replacement cost $ Estimated remaining value $ Scheduled replacement Date Year pump installed Date Average service life Years Estimated service life remaining Years Well Pump Economic Data Estimated replacement cost $ Estimated remaining value $ Scheduled replacement Date Year motor installed Date Average service life Years Estimated service life remaining Years Well Motor Economic Data Estimated replacement cost $ Estimated remaining value $ Scheduled replacement Date Year motor overhauled Date Scheduled overhaul Date In addition to base data, historical performance data should be collected and archived at regular intervals. Wells should be inspected on a daily,monthly and bi-annual basis. Daily Well Inspection 2015 WATER MASTER PLAN UPDATE engrneenng inc. 3-2 THREE — ASSET MANAGEMENT MILVIS CITY OF ARCADIA At any well site where there are sufficient SCADA registers installed, well performance may be monitored continuously. Trends in continuous monitoring of specific capacity and pump efficiency are strong indicators well performance. The daily inspection can be conducted by the SCADA system, including data listed in the following table. Well Daily Inspection Data Data Point Unit Hours of operation hours Static level feet bgs Pumping level feet bgs Drawdown(calculated) feet Flow rate gpm Specific capacity(calculated) gpm/foot Power consumption kW-hours Discharge pressure psi Efficiency(calculated) Monthly Well Inspection The monthly inspection can be conducted by a staff operator, including data listed in the following table. Well Monthly Inspection Data Data Point Unit 0—no issues Meter operability 1—allowable operability 2—not operable+description 0—no issues Isolation valve operability 1—allowable operability 2—not operable+description 0—no leaks Water leaks 1—allowable leaks 2—excessive leaks+description 0—no leaks Oil leaks 1—allowable leaks 2—excessive leaks+description 0—no noise Noise 1—allowable noise 2—excessive noise+description 2015 WATER MASTER PLAN UPDATE engineering inc 3-3 THREE — ASSET MANAGEMENT 111 CITY OF ARCADIA Data Point Unit 0_no soot Smoke or soot 1—allowable soot 2—excessive soot+description 0—site secure Site security 1 —allowable security 2—security breach+description 0—no sediment Sediment 1—allowable sediment 2—excessive sediment+description Meter reading number Volume produced MG(calculated) Operating motor temperature °F Water quality/sampling mg/L of X Other visible defects description Bi-Annual Well Inspection The bi-annual inspection reports can be prepared by an outside contractor and/or by SCE, including: • Pump efficiency test • Condition of pump and motor • Condition of casing • Condition of piping and appurtenances 3.3 Air Strippers Air strippers reduce VOC concentration in the water supply by exposing the production stream to the atmosphere so volatilization of dissolved contaminants takes place. Air Stripper Components An air stripper generally consists of packing material contained in a tower and a fan to force air through the packing material to evacuate VOCs diffused during the aeration process. The packing material and piping may be subject to scaling depending on the influent water quality. The packing material should be inspected periodically for scaling. The fan is a mechanical component that requires replacement on a periodic basis due to normal wear. A change in effluent water quality may indicate a drop in air stripper efficiency. 4C 'C 2015 WATER MASTER PLAN UPDATE engineering inc 3-4 THREE — ASSET MANAGEMENT CITY or ARCADIA tail Note that there may be pumps dedicated to the air stripping process; pump data will be acquired and evaluated according to the booster pump recommendations. Air Stripper Base Data Data Type Data Point Unit Air Stripper Designation GIS ID Station Designation GIS ID Location Address — Air Stripper Type [per list] Physical Data Air Stripper Manufacturer [per list] Maximum Treatment Capacity gpm Fan Type [per list] Fan Manufacturer [per list] Fan Power Rating kW Year air stripper installed Date Average service life Years Estimated service life remaining Years Air Stripper Economic Data Estimated replacement cost $ Estimated remaining value $ Scheduled replacement Date Year fan installed Date Average service life Years Estimated service life remaining Years Fan Economic Data Estimated replacement cost $ Estimated remaining value $ Scheduled replacement Date In addition to base data, historical performance data should be collected and archived at regular intervals. Air strippers should be inspected on a daily, monthly and bi-annual basis. Daily Air Stripper Inspection At any site where there are sufficient SCADA registers installed, air stripper may be monitored continuously. The daily inspection can be conducted by the SCADA system, including data listed in the following table. Air Stripper Daily Inspection Data 2015 WATER MASTER PLAN UPDATE engineering inc 3-5 ASSET MANAGEMENT WWI CITY OF ARCADIA Data Point Unit Hours of operation hours Effluent flow rate gpm Power consumption kW-hours Totalized volume treated MG Influent Water Quality mg/L Effluent Water Quality mg/L Contaminants Removed lbs. Monthly Air Stripper Inspection The monthly inspection can be conducted by a staff operator, including data listed in the following table. Air Stripper Monthly Inspection Data Data Point Unit 0—no scaling Scaling 1—allowable scaling 2—excessive scaling+description 0—no leaks Leaks 1—allowable leaking 2—excessive leaking+description 0—no noise Noise 1—allowable noise 2—excessive noise+description Other visible defects description Bi-Annual Air Stripper Inspection The bi-annual inspection can be conducted by a third-party contractor whose reports can be linked in GIS, including: • Compliance • Condition of components 3.4 Reservoirs Reservoir provide equalization, inventory and emergency supply. Tank Components Tanks consist of two basic component groups: structure and site. 2015 WATER MASTER PLAN UPDATE engineering me 3-6 THREE — ASSET MANAGEMENT CITY OF ARCADIA \lid \i1 ;' If properly maintained, the structural components of reservoirs may have a service life of 100 years or more. However, events beyond the control of the City may impact structural integrity, such as earthquake and fire. At the tank site, the remaining components include piping, valves, mixing equipment, cathodic protection and SCADA registers. Reservoirs require periodic inspection per AWWA D101. Interior and exterior coatings require periodic inspection in accordance with AWWA D102. Tank Inspection Data and Intervals Tank Base Data Data Type Data Point Unit Tank Designation GIS ID Station Designation GIS ID Location Address Pressure Zone Number Geometry Circular or rectangular Physical Data Cross-sectional Area Square feet Nominal volume MG Material Steel or Concrete Base elevation Feet Height of overflow Feet Year tank constructed Date Average service life Years Estimated service life remaining Years Tank Economic Data Estimated replacement cost $ Estimated remaining value $ Scheduled replacement Date Year interior coating applied Date Average service life Years Interior Coating Estimated service life remaining Years Economic Data Estimated replacement cost $ Scheduled replacement Date Cele 2015 WATER MASTER PLAN UPDATE engineering inc. 3-7 11 ASSET MANAGEMENT ECM CITY OF ARCADIA Data Type Data Point Unit Year exterior coating applied Date Average service life Years Exterior Coating Estimated service life remaining Years Economic Data Estimated replacement cost $ Scheduled replacement Date In addition to base data, historical performance data should be collected and archived at regular intervals. Tanks should be inspected on a daily, monthly and bi-annual basis. Daily Tank Inspection At any tank site where there are sufficient SCADA registers installed, performance may be monitored continuously. The daily inspection can be conducted by the SCADA system, including data listed in the following table. Tank Daily Inspection Data Data Point Unit Turnover Pressure Zone equalization %divergence Volume of overflow MG Blending ratio [per blending plan] Water temperature °F Water quality monitoring mg/L of X Monthly Tank Inspection The monthly inspection can be conducted by a staff operator, including data listed in the following table. Tank Monthly Inspection Data Category Data Point Unit 0—no leaks Evidence of leaks 1—allowable leaks Structural 2—excessive leak+description 0—no ingress Evidence of ingress 1—allowable ingress 2—excessive ingress+description 2015 WATER MASTER PLAN UPDATE engineering Inc 3-8 THREE - ASSET MANAGEMENT CITY OF ARCADIA Category Data Point Unit 0—no holes Holes in cover 1—allowable holes 2—excessive holes+description 0—no screening issues Screening 1—allowable screening issues Air vent 2—defective screening+description 0—no seal issues Seal along seams and edges 1—allowable seal issues 2—defective seals+description Control of access point 0—no breach of access (birds,rodents,insects) 1—allowable breach of access 2—access breach+description 0—closes Closes Properly 1—allowable closure 2—does not close+description 0—locks properly Hatch Locks Properly 1—locks adequately 2—does no lock+description 0—no gasket issues Condition of Gasket 1—allowable gasket issues 2—gasket defective+description 0—complete access Access 1—sufficient access Ladder and Railing 2—insufficient access Condition 0—no issues (loose bolts or rungs, 1—allowable wear corrosion) 2—unsafe 0—no rust Rust 1—allowable rust 2—excessive rust 0—no holes Roof Holes along seams 1—allowable holes 2—excessive holes 0—no ponding Surface ponding 1—allowable ponding 2—excessive ponding 0—no screening issues Screening 1—allowable screening issues 2—defective screening+description 0—no issues Overflow Flap valve operability 1—allowable operability 2—not operable+description Control of access point 0—no breach of access (birds,rodents,insects) 1—allowable breach of access 2—access breach+description G C� 2015 WATER MASTER PLAN UPDATE engineering inc 3-9 THREE - ASSET MANAGEMENT aka CITY OF ARCADIA Category Data Point Unit 0—no issues SCADA register condition 1—allowable wear 2—defective+description 0—no issues Wiring and cables condition 1—allowable wear 2—defective+description Measuring devices 0—no issues Float indicator condition 1—allowable wear 2—defective+description 0—no issues Float cable access condition 1—allowable wear 2—defective+description 0—no issues Isolation Valve Operability 1 —allowable operability Piping and Valves 2—not operable+description 0—no issues Pipe supports 1—allowable support 2—defective+description 0—no intrusion Evidence of intrusion 1—allowable intrusion 2—excessive intrusion 0—no vandalism Site E■idence of vandalism 1—allowable vandalism 2—excessive vandalism 0—no lighting issues Operability of lighting 1—adequate lighting 2—defective lighting+description Other visible defects Description dtl'a 2015 WATER MASTER PLAN UPDATE engineering Inc 3-10 THREE — ASSET MANAGEMENT CITY OF ARCADIA Bi-Annual Tank Inspection The bi-annual inspection can be conducted by a third party contractor. Note that professional tank inspectors typically produce a report including photos of critical areas, condition summaries, and recommendations. Certain data should be extracted for historical data archiving purposes, including the data listed in the following table. Tank Bi-Annual Inspection Data Category Data Point Unit Dissolved cementitious 0—none material 1—allowable material 2—excessive material 0—no vulnerabilities Waterproofing of cracks 1—allowable vulnerabilities 2—waterproofing compromised+description 0—no unsealed cracks Concrete Tanks Cracks 1—allowable unsealed cracks 2—excessive unsealed cracks 0—no spalling Spalling 1 —allowable spalling 2—excessive spalling 0—no joint issues Joints 1—allowable joint issues 2—joint failures 0—no corrosion Base plates 1—allowable corrosion 2—excessive corrosion 0—no corrosion Shell 1—allowable corrosion 2—excessive corrosion 0—no corrosion Steel Tank Inspection Roof 1—allowable corrosion 2—excessive corrosion 0—no issues Exterior paint vs.corrosion 1—allowable corrosion 2—paint failures 0—no issues Interior paint vs.corrosion 1—allowable corrosion 2—paint failures 0—no issues Valve condition 1—allowable wear Interior Valves 2—excessive wear+description 0—no issues Valve operability 1—allowable operability 2—not operable+description Bottom Sediment depth Inches Other visible defects Description l iF�) 2015 WATER MASTER PLAN UPDATE erigineering inc 3-11 THREE — ASSET MANAGEMENT CITY OF ARCADIA N 3.5 Booster Pumps Booster pumps regulate the flow of water from a region with lower pressure to a region with higher pressure. Booster Pump Components Booster pumps consist of two basic component groups: the pumps themselves and ancillary equipment at the site. Ancillary equipment includes piping, valves, electrical and SCADA registers. These components tend to experience normal wear per hours of operation and may be vulnerable to surge and to the impacts of particulate suspended in the groundwater under high velocity. A drop in pumping efficiency is an indicator of mechanical wear. Erosion of pipe interior coatings, leaking gaskets,poorly sealing valves and signs of corrosion are indicators of wear to piping components. Booster Pump Inspection Data and Intervals Booster Pump Base Data Data Type Data Point Unit Pump Designation GIS ID Station Designation GIS ID Location Address Elevation Feet Suction Region Name Discharge Region Name Pump type [per list] Phi;i cal Data Pump manufacturer [per list] — Motor manufacturer [per list] — Horsepower Number Electrical load kW Manufacturer's pump curve [data set] Design head Feet Design flow GPM Design speed RPM Year pump installed Date Pump Economic Data Average service life Years Estimated service life remaining Years 2015 WATER MASTER PLAN UPDATE engrneenng inc 3-12 THREE — ASSET MANAGEMENT CITY OF -".PC:4 DIA Data Ty pe Data Point Unit Estimated replacement cost S Estimated remaining value $ Scheduled replacement Date Year motor installed Date Average service life Years Estimated service life remaining Years Estimated replacement cost $ Motor Economic Data Estimated remaining value $ Scheduled replacement Date Year motor overhauled Date Scheduled overhaul Date In addition to base data, historical performance data should be collected and archived at regular intervals. Booster pumps should be inspected on a daily, monthly and bi-annual basis. Daily Booster Pump Inspection At any booster pump site where there are sufficient SCADA registers installed, pump performance may be monitored continuously. Trends in continuous monitoring of pump efficiency are strong indicators of pump performance. A drop in efficiency indicates wear. The daily inspection can be conducted by the SCADA system, including data listed in the following table. Booster Pump Daily Inspection Data Data Point Unit Hours of operation hours Flow rate gpm Power consumption kW-hours Intake Pressure psi Discharge pressure psi Efficiency(calculated) 2015 WATER MASTER PLAN UPDATE 3-13 engineering inc THREE — ASSET MANAGEMENT EWE CITY OF ARCADIA Monthly Booster Pump Inspection The monthly inspection can be conducted by a staff operator, including data listed in the following table. Booster Pump Monthly Inspection Data Data Point Unit 0—no issues Meter operability 1—allowable operability 2—not operable+description 0—no issues Isolation valve operability 1—allowable operability 2—not operable+description 0—no leaks Water leaks 1—allowable leaks 2—excessive leaks+description 0—no leaks Oil leaks 1 —allowable leaks 2—excessive leaks+description 0—no noise Noise 1 —allowable noise 2—excessive noise+description 0—no soot Smoke or soot 1 —allowable soot 2—excessive soot+description 0—site secure Site security 1—allowable security 2—security breach+description Meter reading number Volume pumped MG(calculated) Operating motor temperature °F Other visible defects description Bi-Annual Booster Pump Inspection The bi-annual inspection can be conducted by a contractor and by SCE, including: • Pump efficiency test • Condition of pump and motor • Condition of piping and appurtenances 2015 WATER MASTER PLAN UPDATE engineering inc 3-14 THREE — ASSET MANAGEMENT CITY OF ARCADIA 3.6 Control Valves Control valves regulate the flow of water from a region with higher pressure to a region with lower pressure. Control Valve Components In general, control valves are sturdy and designed with few moving parts. The valve body has a long service life and may often be refurbished rather than replaced. Other components should be replaced as needed due to wear. The interior coating and mechanisms are susceptible to erosion if water quality is low or flowing water contains particulate. Gauges and tubing may require periodic replacement. All mechanical components are subject to hydraulic transients and may wear prematurely if left unchecked. Control valves consist of two basic component groups: the valve itself and ancillary equipment. Control Valve Inspection Data and Intervals Control Valve Base Data Data Type Data Point Unit Vai\e Designation GIS ID Station Designation GIS ID Location Address Upstream Region Name Downstream Region Name Type/Function [per list]* Physical Data Manufacturer [per list] Diameter Inches Elevation Feet Pressure rating PSI Maximum continuous flow rating GPM Maximum intermittent flow rating GPM Year installed Date Average service life Years Estimated service life remaining Years Economic Data Estimated replacement cost $ Estimated remaining value $ Scheduled replacement Date �_ 2015 WATER MASTER PLAN UPDATE engineer 3-15 fed THREE - ASSET MANAGEMENT CITY OF ARCADIA *\'ah e Type/Function Pressure reducing valve Pressure sustaining valve Pressure breaker valve Check valve Altitude valve Pressure relief valve Flow control valve Throttle control Air vacuum In addition to base data, historical performance data should be collected and archived at regular intervals. Control valves should be inspected on a daily, monthly and five-year basis. Daily Control Valve Inspection A pressure regulating station may be continuously monitored by SCADA. Erratic pressure fluctuation relative to the normal settings of the station may indicate wear or failure of one or more valves. The daily inspection can be conducted by the SCADA system, including data listed in the following table. Control Valve Daily Inspection Data Data Point Unit Upstream Pressure PSI Downstream Pressure PSI Volume Totalizer MG Flow Rate GPM C 2015 WATER MASTER PLAN UPDATE en neennginc 3-16 THREE —ASSET MANAGEMENT CITY OF ARCADIA Monthly Control Valve Inspection The monthly inspection can be conducted by a staff operator, including data listed in the following table. Control Valve Monthly Inspection Data Data Point Unit 0—no leaks Evidence of leaks 1 —allowable leaks 2—excessive leaks 0—functions normally Functionality 1—allowable functionality 2—does not function as designed 0—no vibration Vibration 1 —allowable vibration 2—excessive vibration 0—no noise Noise 1—allowable noise 2—excessive noise 0—no issues Measuring device condition 1—allowable wear 2—excessive wear 0—no issues Wiring and cables condition 1 —allowable wear 2—excessive wear Setting [coordinate with type] 0—negligible variation Accuracy 1—within allowable tolerance 2—outside allowable tolerance 0—no issues Isolation valve Operability 1—allowable operability 2—not operable+description 0—no intrusion Evidence of site intrusion 1 —allowable intrusion 2—excessive intrusion 0—no vandalism Evidence of vandalism 1—allowable vandalism 2—excessive vandalism Other visible defects Description dee 2015 WATER MASTER PLAN UPDATE engineering inc 3-17 THREE -- ASSET MANAGEMENT CITY OF ARCADIA Five-Year Control Valve Inspection The five-year inspection (removal, disassembly and inspection) can be conducted by an operator or third-party contractor, including data listed in the following table. Control Valve Five-year Inspection Data Data Point Unit 0—no damage Pitting and scouring 1—allowable damage 2—excessive damage 0—no corrosion Corrosion 1—allowable corrosion 2—excessive corrosion 0—no leaks Leaks 1—allowable leaks 2—excessive leaks 0—no issues Interior coating 1—normal wear 2—excessive wear 0—functions normally Functionality of mechanical components 1—allowable functionality 2—does not function as designed 0—negligible variation Accuracy of controls 1—within allowable tolerance 2—outside allowable tolerance 0—negligible variation Range of operation 1—within allowable tolerance 2—outside allowable tolerance Other visible defects Description Current Control Valve Data The following table provides a summary of critical dates for asset management of pressure regulating stations. Note that control valves incorporated into well and booster pumping facilities must also be added as assets. Pressure Regulating Stations as Assets Pressure Reducing Installation Last Inspection Stations Status Diameter Date Inspection Notes Date 4 Foothill Blvd Active 8 Second Avenue Active 4 C 2015 WATER MASTER PLAN UPDATE en neenng inc 3-18 THREE —ASSET MANAGEMENT CITY OF ARCADIA Pressure Reducing Installation Last Inspection Stations Status Diameter Date Inspection Notes Date 8 4 Colorado Blvd Active - 8 — 4 Colorado Place Proposed 8 4 El Monte Avenue Active — 8 Duarte Road Inactive 8 Huntington Drive Inactive 8 Michillinda Avenue Active 8 Elkins Avenue Active 8 Canyon Road Active 8 3 ,; Chlorinators Chlorinators inject a liquid disinfectant solution into the water production stream to assure a disinfectant residual throughout the system. The solution is hazardous and corrosive. With time and wear, the injection system may become inefficient, inaccurate or clogged. Chlorinator Components Chlorinators consist of a disinfectant supply, a feed pump and an injector assembly. The injector assembly may include tubing, dosing controls, flow regulators, SCADA registers and other measuring devices. Chlorinator Inspection Data and Intervals Chlorinator Base Data Data Type Data Point Unit Chlorinator Designation GIS ID Station Designation GIS ID Location Address Physical Data Source of water supply [list of wells] Pump type [per list] Pump manufacturer [per list] C ( 2015 WATER MASTER PLAN UPDATE engineering inc 3-19 — ASSET MANAGEMENT NIL 111 CITY OF ARCADIA Data Type Data Point Unit Assembly type [per list] Assembly manufacturer [per list] Disinfectant type [per list] Year pump installed Date Average service life Years Estimated service life remaining Years Pump Economic Data Estimated replacement cost $ Estimated remaining value $ Scheduled replacement Date Year assembly installed Date Average service life Years Injector Assembly Estimated service life remaining Years Economic Data Estimated replacement cost $ Estimated remaining value $ Scheduled replacement Date In addition to base data, historical performance data should be collected and archived at regular intervals. Chlorinators should be inspected on a daily, monthly and bi-annual basis. Daily Chlorinator Inspection At any chlorinator site where there are sufficient SCADA registers installed, performance may be monitored continuously. The daily inspection can be conducted by the SCADA system, including data listed in the following table. Chlorinator Daily Inspection Data Data Point Unit Hours of operation hours Dosage mg/L Totalized volume injected gallons 2015 WATER MASTER PLAN UPDATE engineering inc 3-20 THREE —ASSET MANAGEMENT CITY OF ARCADIA Monthly Chlorinator Inspection The monthly inspection can be conducted by a staff operator, including data listed in the following table. Chlorinator Monthly Inspection Data Data Point Unit 0—no issues Control operability 1—allowable operability 2—not operable+description 0—no issues Isolation operability 1—allowable operability 2—not operable+description 0—no leaks Water leaks 1 —allowable leaks 2—excessive leaks+description 0—no leaks Chemical leaks 1—allowable leaks 2—excessive leaks+description 0—no noise Noise 1—allowable noise 2—excessive noise+description 0—no soot Smoke or soot 1—allowable soot 2—excessive soot+description Meter reading number Volume injected gallons Other visible defects description Bi-Annual Chlorinator Inspection The bi-annual inspection can be conducted by a contractor, including: • Pump test • Condition of pump • Condition of injection assembly Citr.rC� 2015 WATER MASTER PLAN UPDATE engineering inc 3-21 THREE — ASSET MANAGEMENT VOA CITY OF ARCADIA 3.8 Pipelines and Appurtenances Pipelines and associated appurtenances are passive systems, including all types of pipes, fire hydrants, shut-off valves and meters. The primary indicators that these items would benefit from replacements are age and leak history. Historical leak reports should be archived as they are generated by the maintenance crew, in association with the item found to be leaking. Typical Leak Report Data Data Point Unit Source of leak GIS ID Location [per GIS hand held device] Leak Report Time Date Leak Type* [per list] 0—negligible Leak Severity 1 —allowable leakage 2—repair required + description *Leak Type main joint lateral meter shut-off valve hydrant other appurtenance CICC 2015 WATER MASTER PLAN UPDATE engineering inc 3-22 THREE -ASSET MANAGEMENT CITY OF ARCADIA Pipeline Base Data Data Type Data Point Unit Pipe Designation GIS ID Street Street Name Cross Street Street Name Pressure Zone or Station Name[per list] Physical Data Material [per list] Diameter Inches Length Feet Roughness HW Factor Depth Feet Year installed Date Average service life Years Estimated service life remaining Years Economic Data Estimated replacement cost $ Estimated remaining value $ Scheduled replacement Date Replacement diameter Inches 2015 WATER R1ASTER PLAN UPDATE engrneerrng utc 3-23 kiIF THREE — ASSET MANAGEMENT UNA CITY OF ARCADIA 3.8.1 Shut-off Valves Exercise valves periodically, in accordance with AWWA Manual M44. Note valves that are difficult to operate or that appear to no longer function. Shut-off Valve Base Data Data Type Data Point Unit Valve Designation GIS ID Street Street Name Cross Street Street Name Location description Text Pressure Zone or Station Name[per list] Physical Data Manufacturer [per list] Material [per list] Diameter Inches Type [per list] Normal Position Open or Closed Year installed Date Average service life Years Estimated service life remaining Years Economic Data Estimated replacement cost $ Estimated remaining value $ Scheduled replacement Date Replacement diameter Inches Historical valve turning reports should be archived as they are generated by the maintenance crew. Typical Valve Turning Report Data Point Unit Valve Designation GIS ID Date inspected Date Normal position Open or closed Turning Report Number of turns to close Number Leak Type [per list] 0—negligible Leak Severity 1—allowable leakage 2—repair required+description 2015 WATER MASTER PLAN UPDATE engineering inc 3-24 iii" THREE — ASSET MANAGEMENT CITY OF ARCADIA a . ii0' 3.8.2 Fire Hydrants Work with the fire department to develop an understanding of a fire hydrant in good repair. Exercise fire hydrants periodically, in accordance with AWWA Manual M17. Note any hydrants that are difficult to operate or otherwise do not meet the fire department's expectations. Fire Hydrant Base Data Data Type Data Point Unit Hydrant Designation GIS ID Street Street Name Cross Street Street Name Location description Text Physical Data Pressure Zone or Station Name[per list] Manufacturer [per list] Size [per list] Type [per list] Year installed Date Average service life Years Estimated service life remaining Years Economic Data Estimated replacement cost $ Estimated remaining value $ Scheduled replacement Date Replacement diameter Inches e 2015 WATER MASTER PLAN UPDATE engineering inc. 3-25 ASSET MANAGEMENT CITY OF,' RCADIA Historical hydrant reports should be archived as they are generated by the maintenance crew. Typical Fire Hydrant Maintenance Report Data Point Unit Hydrant Designation GIS ID Date inspected Date _ Number of turns to open Number 0—no difficulty Hydrant Report How difficult to open? 1—allowable difficulty 2—excessive difficulty+description 0—no issues Condition of paint 1—allowable wear 2—repainting required+description General Condition 0—no issues (cracks,damage,corrosion) 1—allowable wear 2—excessive wear+description 3.9 Electrical Components Electrical components consist of primary power supply, secondary transformers, control panels,wiring, and transfer switches. Electrical Inspection Data and Intervals Electrical Base Data Data Type Data Point Wait Electrical Designation GIS ID Station Designation GIS ID Physical Data Location Address Power source Name Power rating kW Year electrical installed Date Average service life Years Estimated service life remaining Years Electrical Economic Data Estimated replacement cost $ Estimated remaining value $ IScheduled replacement Date In addition to base data, historical performance data should be collected and archived at regular intervals. Electrical should be inspected on a daily,monthly and bi-annual basis. Gl t'I;C� 2015 WATER MASTER PLAN UPDATE engineering inc 3-26 THREE — ASSET MANAGEMENT CITY OF ARCADIA Daily Electrical Inspection At any site where there are sufficient SCADA registers installed, electrical may be monitored continuously. The daily inspection can be conducted by the SCADA system, including: • Power consumption Monthly Electrical Inspection The monthly inspection can be conducted by a staff operator, including data listed in the following table. Electrical Monthly Inspection Data Data Point Unit 0—no noise Noise 1 —allowable noise 2—excessive noise+description 0—no soot Smoke or soot 1—allowable soot 2—excessive soot+description 0—no issued Control panel operability 1—allowable range of operability 2—does not function as designed+description 0—no issues Condition of wiring and cables 1—allowable wear 2—excessive wear+description 0—site secure Site security 1—allowable security 2—security breach+description Meter reading number Operating temperature °F Other visible defects description Bi-Annual Electrical Inspection The bi-annual inspection can be conducted by a contractor and by SCE, including: • Condition of electrical components 2015 WATER MASTER PLAN UPDATE 3-27 engineenng inc FOUR - PUMP PERFORMANCE CURVES I kVA CITY OF ARCADIA 4.0 PUMP PERFORMANCE CURVES C 2015 WATER MASTER PLAN UPDATE en neenng inc 4-1 Appendix C — Water System Model and Output Data TABLE OF CONTENTS CITY OF ARCADIA TABLE OF CONTENTS 1.0 Water System Modeling Summary 1-1 1.1 General Description 1-1 1.2 Modeling Software 1-1 1.3 Basis for the Calculation 1-1 1.4 Input Data and Simulation Conditions 1-5 1.5 Output Data 1-6 1.6 Pump Performance 1-6 1.7 Steady State Demand Allocation 1-6 2.0 Water Model Output Files (on discs) 2-1 Cele 2015 WATER MASTER PLAN UPDATE engineering iitc 1 ONE — WATER SYSTEM MODELING SUMMARY CITY OF ARCADIA N 1.0 WATER SYSTEM MODELING SUMMARY 1.1 General Description The Water Model is an important tool for assessing the distribution system with respect to capacity, compliance, efficiency and performance. It is ideally suited for evaluating alternative solutions to a hydraulic deficiency and for performing time-based analyses such as emergency storage recovery, disinfectant residual decay and the feasibility of implementing time-of-use energy conservation. This chapter describes the status of the Water Model. 1.2 Modeling Software The Water Model utilized InfoWater software by Innovyze. This software package uses ArcGIS as a visual interface and a hydraulic gradient algorithm to compute hydraulic solutions. 1.3 Basis for the Calculation The Water Model is a calculator. Like any other calculator, the user provides input data, the calculator performs a function using the input data, and the calculator produces the resulting output data. More specifically, based on a set of boundary conditions (input), the Water Model calculates a Steady State solution(output). The basis for the calculation performed by the Water Model is in three parts: (1) conservation of mass, (2) conservation of energy and(3) energy loss due to friction. 1.3.1 Conservation of Mass Conservation of mass is assumed to be equivalent to conservation of volume (i.e. under normal system pressures and temperatures, water behaves as an incompressible liquid). Flow (Q) is defined as volume divided by time. The Water Model is programmed using gallons per minute (gpm) to describe all flows. Conservation of mass dictates that at any moment in time (i.e. an infmitely small time interval), the flow entering and leaving any point in the system must equal zero (i.e. mass cannot be spontaneously destroyed or created). The following figure represents a pipe intersection in a distribution system with flow directions as indicated. According to conservation of mass, the inflows to and outflows from the intersection must equal zero. 2015 WATER MASTER PLAN UPDATE engrnee ng in 1-1 ONE — WATER SYSTEM MODELING SUMMARY CITY OF ARCADIA Conservation of Mass Schematic 04=1 bn 4 The following figure is an excerpt from the Water Model. Junctions (i.e. connections between pipes) are shown as green dots and pipes are shown as lines. Water Model Excerpt Showing Conservation of Mass a 90.6 gpm 7.2 gpm O)4 N The pipes indicated in red include output data for flow and flow direction. In this example, conservation of mass holds at the point where the four pipes come together: Q in — Q out = 97.6 + 0.2 — 7.2 — 90.6 = 0 C1Yt'1 G 2015 WATER MASTER PLAN UPDATE engineemig iec 1-2 g. ONE — WATER SYSTEM MODELING SUMMARY ka CITY OF ARCADIA =3 { 1.3.2 Conservation of Energy The Water Model is programmed to provide output in terms of pounds per square inch (psi) at a known elevation and hydraulic head in feet to describe energy at any point in the system. Conservation of energy (aka Bernoulli's theorem) dictates that the net change in energy between two hydraulically linked points must be equivalent to the energy gains and losses in the connecting pipes (i.e. energy cannot be spontaneously lost or gained). For simplicity, the Water Model considers the energy of the momentum component of Bernoulli's theorem to be negligible for the velocities and configuration of a typical water distribution system. The following figure represents a length pipe in a distribution system with a flow direction as indicated (for purposes of this demonstration, assume no change in elevation between the ends of the pipe length). According to conservation of energy, the difference in pressure at either end of the length of pipe plus the energy loss in the pipe must equal zero. Conservation of Energy Schematic P. P P m loss oat The following figure is an excerpt of the same location similar to the previous example, this time including output data for energy and flow. C 2015 WATER MASTER PLAN UPDATE COr : engineering int 1-3 ONE — WATER SYSTEM MODELING SUMMARY "-t CITY OF ARCADIA V Water Model Excerpt Showing Conservation of Energy 8a7,2 psi a a \ CO r` o 0% 82,54 psi The pipe indicated in red includes output data for flow, and the dots indicated in red include output data for energy. In this example, conservation of energy holds for the length of pipe shown in red: = pout — Pin + pions 1.3.3 Energy Loss Due to Friction The Water Model is programmed to calculate head loss due to friction using the Hazen- Williams Equation for head loss in pipes. The Hazen-Williams Equation is an empirical formula which describes with reasonable accuracy the head loss in a pipe for the typical range of diameters and velocities in a water distribution system. If pipe length, diameter, and roughness are known, then the relationship between flow rate and energy loss due to friction can be predicted with reasonable accuracy, per the following formula: 10011.852 Q1.852 H1055 = 208.3E C I D4.8655 Where: H1oss is the head loss due to friction in feet L is the length of the pipe in feet del< 2015 WATER MASTER PLAN UPDATE engineering inc 1-4 ONE — WATER SYSTEM MODELING SUMMARY CITY OF ARCADIA C is the Hazen-Williams roughness coefficient Q is the flow rate in gallons per minute D is the diameter of the pipe in inches 1.3.4 An Iterative Solution Application of the calculation and its three parts requires an iterative approach. The Water Model assumes a flow in every pipe which implies a pressure at each end of the pipe. Incremental adjustments to flow are made until the Water Model achieves a steady state solution within a predetermined tolerance. 1.4 Input Data and Simulation Conditions Input data(aka boundary conditions) are broken down into fixed data and variable data. Fixed data do not change with time, and are generally described as infrastructure(i.e. the location, alignment, geometry and connectivity of pipes, pumps, valves, tanks and aquifers). The Water Model stores fixed data as Element Databases, and the user selects precisely which elements to include in a simulation by defining a Facility Set (i.e. a collection of Element Databases). Variable data are subject to change with time, including pump or valves settings and controls, demand and demand fluctuation, supply availability, aquifer depth, etc. The Water Model stores variable data as Data Subsets, and the user selects precisely which variable data to include in a simulation by defining a Data Set (i.e. a collection of Data Subsets). Prior to initiating the simulation, the user defines the conditions of the simulation(i.e. the calculation to be performed). Conditions used in the preparation of this report include: • Steady State Simulation(a single solution at a moment in time) • Extended Period Simulation(EPS—a dynamic solution that describes incremental acceleration within the system over a designated time period at predetermined time intervals) • Fire Flow Simulation (a series of steady state solutions assuming a fire flow demand is applied to designated hydrant locations in turn) • Multi-Fire Flow Simulation (a steady solution describing the performance of multiple hydrants flowing simultaneously) 2015 WATER MASTER PLAN UPDATE engineering inc 1-5 ONE — WATER SYSTEM MODELING SUMMARY CITY OF ARCADIA • Surge Analysis(a dynamic solution describing the pressure wave generated in the moment following the application of a hydraulic transient). The power of the Water Model is to save and recall any combination of fixed data, variable data and simulation conditions. These are referred to as Scenarios in the Water Model. 1.5 Output Data Following a successful simulation, Water Model output data include: (1) pressure at every node; (2) flow and energy losses through every pipe; (3) performance of every control valve, pump and tank; (4) and water age and chlorine residual at every node. Data output format may be tabular, graphic or both depending on the nature of the Scenario. 1.5.1 Development of Modeling Parameters To prepare the Water Model for simulation, pump performance curves and demand allocation were updated to current specifications. 1.6 Pump Performance Pumps are designed to add energy and flow to the system. The energy component is called total dynamic head (TDH) and is given in units of feet (notated as H). TDH is the energy required to raise the water from a lower elevation to a higher elevation(i.e. static lift) plus the losses resulting from friction and changes in momentum. Flow (Q) is measured in gallons per minutes (gpm). A pump performance curve describes the relationship between Q and H for a given pump and motor combination. The Water Model includes a performance curve for each pump. Performance curves were updated per the most current data. To update a pump curve, the manufacturer's performance curve is recalculated using the Affinity Laws to make the curve pass through the observed flow and head from the most recent SCE pump efficiency test. See Appendix B4 for the updated pump performance curves. 1.7 Steady State Demand Allocation 1 A hydraulic transient describes the acceleration of water in a pipe from one steady state condition to another, typically due the activation or deactivation of a pump or the operation of a valve. High acceleration induces a pressure wave(aka surge or water hammer)in the water column which may damage sensitive equipment or burst pipes. etile 2015 WATER MASTER PLAN UPDATE engineering inc 1-6 ONE — WATER SYSTEM MODELING SUMMARY CITY OF ARCADIA Average day demand was allocated spatially to demand nodes in the Water Model. The allocated demands were then adjusted by peaking factors to develop the loading conditions described in the design criteria. C 2015 WATER MASTER PLAN UPDATE engineernrg me 1-7 TWO - WATER DEMAND MODEL �. DATA FILES (ON DISCS) CITY OF ARCADIA 2.0 WATER MODEL OUTPUT FILES (ON DISCS) C=I>,�r C 2015 WATER MASTER PLAN UPDATE engineering In 2-1