Adelanto City Council
September 11, 2024

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Kristopher A. Danielson, PE
Senior Engineer
Kristopher (Kris) Danielson, PE, is a Senior Engineer with WEBB’s Water Resources Department. Kris specializes in hydraulic analysis, sewer system master planning, and water master planning. His responsibilities include the planning and design of public works facilities, fluid system modeling, and report preparation.

REGISTRATIONS
Registered Civil Engineer C 79743 (CA)

EDUCATION
BS, Civil Engineering
Brigham Young University
AS, General Studies
Ricks College

CERTIFICATIONS
Sewer CAD Master Modeler
Water Distribution Modeling

AFFILIATIONS
American Society of Civil Engineers (ASCE)
Water Master Plan, Jurupa Community Services District - WEBB recently prepared the Water Master Plan for the Jurupa Community Services District (District).

This project is an update of the 2005 Water Master Plan with the goal to provide a comprehensive Water Master Plan that enables the District to strategize planning and budgeting efforts to implement water system enhancements to maintain a high level of distribution reliability and efficiency for current and future demands and emergency situations. Experience in Water Master planning is highly desirable to secure District’s long-term and sustainable water supply and infrastructure.

Water Master Plan, Rubidoux Community Services District (District) - Kris assisted in the preparation of a comprehensive update of the District’s Water Master Plan which included the updating of the sewer master plan and preparing the urban water master plan, all on consistent data and land use assumptions.

The District’s service area is approximately 5,400 acres and services approximately 37,000 people.

Water Master Plan, Crestline Lake Arrowhead Water Agency (Agency)- Kris assisted with the preparation of the 2018 Water Master Plan for the District.

The Master Plan update included the inventory of existing facilities, service area evaluation, design criteria, model development, hydraulic analysis, alternative assessment, capital improvement plan, routine maintenance plan, and the master plan report. WEBB also worked the Agency to develop a GIS model and prepared a Routine Maintenance Plan which included recommendations for storage facilities, booster stations/pumping units, transmission pipelines, distribution pipelines, SCADA system, disinfection and treatment facilities.

Master Sewer Plan, Mission Springs Water District,
Desert Hot Springs - Kris assisted in the preparation of the Master Sewer Plan of over 32,000 acres (including the City of Desert Hot Springs and North Palm Springs).

He conducted the hydraulic analyses by modeling both the existing and ultimate system. The report analyzed population, environmental and engineering constraints, land utilization, exiting and protected water and wastewater characteristic, waste discharge and treatment requirements, projected wastewater flow criteria, facility design criteria, alternatives, existing facilities, and the proposed system.

Appendix A. Team Resumes
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Fire Flow Test and Hydraulic Modeling Consultant Engineer, Eastern Municipal Water District (District) - Kris served as Project Manager leading the WEBB Team, who worked closely with the Development Service Department, to prepare over 140 fire flow tests which included two-hour, four-hour, and hydraulic boundary condition tests. Kris worked with developers providing hydraulic analysis at the District’s office where he worked with the District’s water model on behalf of the developers to expedite the analysis and review process. The average return time was 9.6 calendar days for these tests from the day the test request was sent to WEBB, to the time the results were returned to the District.

Riverside Regional Water Quality Control Plant Phase 1 Plant Expansion, City of Riverside - Kris was a Project Engineer for the Riverside Regional Water Quality Control Plant Phase 1 Plant Expansion Project. His responsibilities included the preparation of a CAD 3D model of all underground utilities, the development of CAD drawing for proposed utilities, conducting a recycled water hydraulic analysis, and coordinating design efforts with two other engineering firms in this joint effort plant expansion. Civil design for this $220 million wastewater plant expansion project. As a consulting partner to CDM Smith, WEBB was responsible for all aspects of the civil design including record research to establish horizontal and vertical control consistent with the District’s survey datum, aerial targeting and mapping, field topography mapping, existing utility identification and mapping, development of horizontal control drawings for existing and new facilities, development of grading plans for new improvements, development of yard piping drawings to connect existing and new facilities, development of demolition drawings to remove abandoned and unneeded facilities, and development of landscape plans. The Utility Master Plan (UMP) developed for this project served as a complete basemap for the proposed improvements as well as future design projects.

French Valley Specific Plan, Regent Properties - Kris served as Project Engineer for the water facility section of the plan of service report for the 340-acre, 1,300-home Bell Terre development project in French Valley in southern Riverside County. Kris worked in Eastern Municipal Water District’s (EMWD’s) Perris Headquarters, using the agency’s sophisticated hydraulic model to run alternative scenarios, prepare exhibits, and coordinate with EMWD’s operations and planning departments to identity system impacts and required improvements County Club Village Wastewater Capacity Study, City of Calimesa - Kris served as Project Manager for this project where the City of Beaumont (Beaumont) required the City of Calimesa (Calimesa) to prepare a sewer availability study for the Country Club Village (CCV) development project currently being planned within Calimesa’s boundaries. This area receives sewer service from Beaumont through contract arrangements. Sewage from this development will be delivered into Beaumont’s collection system and treated at Beaumont’s Wastewater Treatment Plant.

Lakeside Lift Station, Jurupa Community Services District (District) - Kris served as Senior Engineer for this project. The Lakeside Lift Station and force main was decommissioned by the District when the Indian Hills Wastewater Reclamation “Plant 2” was abandoned. The lift station has an existing 8-inch diameter overflow connection within its wet well structure. Currently, wastewater within the wet well surcharges and flows into this overflow connection which outlets into an existing 12-inch diameter gravity main on Limonite Avenue, also known as the “Plant 2 Overflow Line”. Because the wastewater must surcharge to flow into the Limonite Avenue line, there is an excessive build up of grease in the wet well that requires cleaning on a constant basis. The Kristopher A. Danielson, PE
Senior Engineer
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REGISTRATIONS:

Registered Civil Engineer
C 47200 (CA)
YEARS OF EXPERIENCE:
34 Years
EDUCATION:

BS Civil Engineering, California State
Polytechnic University, Pomona
AFFILIATIONS:

American Public Works Association (APWA)
American Water Works Association (AWWA)
California Water Political Action Committee
(CalWater PAC)
Association of California Water Agencies
(ACWA)
Coachella Valley Economic Partnership
(CVEP)
League of California Cities
Bruce Davis is a Senior Vice President of Albert A. Webb Associates (WEBB).

Bruce has been a full-time employee of WEBB since 1986. Bruce currently serves as Director of Water Resources. As Director, he oversees all water and wastewater projects performed by the firm. Since 2018, Bruce has taken the lead representing WEBB in matters involving engineering standard of care and risk management.

Bruce is a registered civil engineer in the State of California.

Bruce has served as Principle-in-charge for well over one hundred regional infrastructure projects. His experience includes planning, design and support during construction of water, wastewater, drainage and transportation projects on behalf of clients including Eastern Municipal Water District, Coachella Valley Water District, Jurupa Community Services District, and cities of Corona, Murrieta, Rancho Mirage, Ontario, Grand Terrace, Rialto and Cathedral City. Project types include pipelines from 8-inch diameter up to 60-inch diameter, pumping ranging in size from one hundred gallons per minute to over 5,000 gallons per minute and storage facilities ranging in capacity from five hundred thousand gallons to over twenty million gallons, roadways, signals, storm drains and basins. Recent water industry projects include O’Ferrelll Street Booster Pump Station, Redlands/Hemlock Booster Pump Station, Longview and Watson Roads pipelines, Perris II Desalter pipeline and Markham

7.0-million-gallon storage tank.

Along with experience with regional infrastructure projects, Bruce has extensive knowledge and experience with survey, planning, entitlement, development (residential and commercial) and environmental services. His extensive experience translates to an understanding of all steps required to successfully complete a project efficiently and on schedule. Bruce has served as an expert witness in matters involving land use, entitlements and drainage.

Bruce is a member of and/or involved with American Public Works Association, American Water Works Association, Association of California Water Agencies and League of California Cities. He served several years as a Board member of CalWater PAC which is a political action committee advocating for issues important to California’s water supply. Bruce serves as an excellent resource for his clients on current issues and trends in our region.

Bruce Davis, PE
Senior Vice President
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Heacock Channel Design Project, March Joint Powers Authority - Joseph served as the Project Manager for Phase 3 of the Heacock Channel Design Project for the March Joint Powers Authority. The project included the preparation of final improvement plans, traffic control plans, and a hydrology and hydraulic report for approximately 3,600-LF of the channel. The project extends from Lateral A of the Perris Valley Storm Drain north along Heacock Avenue to the southern end of an existing land fill. WEBB’s services also included project management and coordination throughout the duration of the project including attendance at project design team meetings, quality control services, and all other processing of improvement for necessary project approvals.

Hemet MDP Line C, Stage 4, County of Riverside Flood Control and Water Conservation District - Joseph was the Project Manager for the Hemet MDP Line C, Stage 4 Project. The extension of the Hemet MDP Line C was an important component to provide surface flooding relief and flood protection of a predominately developed portion of the City of Hemet. The extension of the Hemet MDP Line C was an important component to provide surface flooding relief and flood protection of a predominately developed portion of the City of Hemet. This segment of the Master Plan Facility represents the middle one third of the entire Line C System. The critical component of this project was implementing a master planned facility in a highly urbanized area of the City extremely constrained by multiple utilities. WEBB completed a Preliminary Design Report that outlined the most feasible alignment for this facility. WEBB is currently preparing final design plans and specifications for this backbone drainage facility.

Wildwood Creek Basin, City of Yucaipa(City) - Joseph served as the Project Manager for design of a multi-purpose watershed basin in Wildwood Creek in the City of Yucaipa.

WEBB provided engineering services that accommodated the critical needs of the City.

This project is located in the middle of a major watercourse. The watershed tributary Joseph Caldwell, PE, CPESC, CPSWQ, QSD,

QSP, CFM
Water Resources Practice Leader
Joseph Caldwell, PE, is the Practice Leader of WEBB’s Water Resources Department.

Joseph focuses on the development of master drainage plans, the design of backbone drainage infrastructure, and the design of water quality systems for flood control projects throughout the region. A Certified Professional in Erosion and Sediment Control and Storm Water Quality, Joseph is a specialist in water quality and environmental compliance and an expert in hydrology and hydraulics.

Joseph’s experience includes the design of regional flood control basins, a flood control levee, master drainage plans, and the design and construction of several miles of backbone drainage infrastructure. He has also hydrologically and hydraulically modeled the San Jacinto River from Railroad Canyon to the existing Army Corps levee in the City of San Jacinto. Joseph’s extensive knowledge of local agencies’ design standards and procedures, and effective working relationships with agency staff, enable him to expedite projects through completion.

REGISTRATIONS
Registered Civil Engineer C 67239 (CA)
Registered Civil Engineer C 030017 (NV)
Registered Civil Engineer C 76114 (AZ)
Certified Professional in Erosion and
Sediment Control (CPESC) 5311
Certified Professional in Stormwater
Quality (CPSWQ) 544

EDUCATION
MS, Civil Engineering
Brigham Young University
BS, Civil Engineering
Brigham Young University

CERTIFICATIONS
Qualified SWPPP Developer
(QSD) 00076
Qualified SWPPP Practitioner
(QSP) 00076
Association of State Floodplain Manager,
Inc. (ASFPM)
Certified Floodplain Manager (CFM)

AFFILIATIONS
American Society of Civil Engineers (ASCE)
American Public Works Association (APWA)
California Storm Water Quality Association
(CASQA)
Floodplain Management Association (FMA)
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to the project is over 4,000 acres and the creek is designated on the Flood Insurance Rate Map by FEMA. The City’s goal was to reduce the peak flow utilizing a series of detention basins that in turn will reduce peak flow rates downstream and reduce the burden on those downstream facilities. This reduction in peak flow rates was accomplished through the removal of sediment/debris load and the attenuation of peak flooding through the use of the proposed basins. In addition to providing flood control benefits, this project also provided certain environmental and water quality benefits. To do this, the flood control facilities were developed in such a manner so the construction preserves riparian vegetation, where possible, and implements other measures for environmental and water quality impacts. In order to accomplish this, WEBB reviewed the conceptual design and provided a more precise analysis of the level of flood control protection the basins will provide.

WEBB also prepared detailed hydrologic, hydraulic, and sediment transport models to determine the peak runoff rates, flood volume, and debris load.

North Indio Regional Flood Control Channel Project, Coachella Valley Water District (CVWD) - Joseph is the Technical Lead for the North Indio Regional Flood Control Channel Project which is a key component of the CVWD flood protection mission in the Coachella Valley. The project will complete the link between existing flood control facilities in the north Indio area, providing increased flood protection for the region. The project consists of over three miles of concrete lined trapezoidal and rectangular channels, including numerous culvert crossings of existing and future streets. To date, WEBB has prepared the hydraulic analysis, preliminary design, and environmental documentation for the project. WEBB is currently in the process of preparing the final design plans, specifications, and estimates. WEBB is also responsible for preparing the CLOMR and providing public outreach and right-of-way acquisition services.

University Wash Channel, Riverside County Flood Control & Water Conservation District - Joseph was Technical Lead for the University Wash Storm Drain Project including the planning, analysis, and design of a large diameter master plan storm drain that connects existing upstream and downstream facilities together. This project was unique in that the 2,450-LF, 90-inch RCP required for this project had to be designed to maneuver its way through a developed industrial corridor of the City. Key to this project was the coordination with local businesses to ensure construction of the storm drain minimized impacts to business operations.

San Jacinto River Stage 3 Master Drainage Plan, Riverside County Flood Control & Water Conservation District (District) - Joseph served as Project Manager for the WEBB Team responsible for reviewing the current hydrological model, analyzing potential alternative models, and working with the District to decide the best option based for the current Master Drainage Plan. This project consisted of preparation of conceptual drawings for the Master Plan addressing all key elements such as floodplain management, flood control features, environmental preservation, development opportunities, effects on regional infrastructure, right-of-way requirements, and order of magnitude cost. WEBB worked directly with the District to prepare the planning study, coordinated with all stakeholders, and presented all findings to the Advisory Board with recommendations for the next steps (i.e., MSHCP compliance, CEQA strategy, land development constraints, and floodplain management). WEBB is currently working on the final MDP and EIR for the District.

Bedford Wash Channel, Riverside County Flood Control and Water Conservation District - Joseph is the Project Manager for the Bedford Wash Channel upstream on the McMillan Property. Services provided included finalizing the 30% design, preparation of all necessary studies, and designs for the final construction drawings, preparation and processing of the Cooperative Agreement and Agency approvals as well as providing on-going coordination with the overall project team during the design of the overall project and with the environmental consultant to assist with obtaining any regulatory permits associated with the channel construction. WEBB provided three iterations of channel design from the point the project was secured, when it was a completely lined concrete channel. Through WEBB’s recommendation, the project stakeholders strategically selected to move toward transitioning the channel to a soft bottom.

Joseph Caldwell, PE, CPESC, CPSWQ, QSD, QSP, CFM
Water Resources Practice Leader
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Bradley A. Sackett, PE
Senior Engineer
Brad Sackett, PE, is a Senior Engineer and Project Manager with WEBB’s Water Resources Department. Brad specializes in assisting major public agencies with a wide variety of water resource projects. Clients seek his expertise with pumping facilities, water pipeline design, gravity sewer main design, water and sewer system master plans, hydraulic modeling analysis, and sewer resource plans for Specific Plan Environmental Impact Reports (EIRs), among other projects.

Brad has been instrumental in assisting clients with in-house projects, while representing these agencies with their constituents as an on-site consultant. Throughout Brad’s career he has been intricately involved in the design, management, and construction support of projects for such clients as Eastern Municipal Water District (EMWD), Western Municipal Water District (WMWD), and the cities of Riverside and St. Helena, to name a few.

His detailed approach ensures each project integrates flawlessly into master plan requirements from concept through construction. He specializes in operations takeover and integration of systems with a focus on cost effective and efficient transitions.

REGISTRATIONS
Registered Civil Engineer C 65862 (CA)

EDUCATION
BS, Chemical Engineering
Massachusetts Institute of Technology

AFFILIATIONS
American Water Works Association (AWWA)
Water Master Plan, Rubidoux Community Services District (District) - Brad assisted in the preparation of a comprehensive update of the District’s Water Master Plan which included the updating of the sewer master plan and preparing the urban water master plan, all on consistent data and land use assumptions. The District’s service area is approximately 5,400 acres and services approximately 37,000 people.

Lakeview/Nuevo Area Wide Master Plan, Eastern Municipal Water District (District) - The Master Plan area encompasses 16.7 square miles currently within the District’s existing 1698, 1720, and 1831 water pressure zones. The areas of these pressure zones will be expanded and/or modified to place the entire project area within three water pressure zones; 1720, 1831, and 1850. The proposed water, sewer, and recycled water facilities conceive approximately 179,200-FT (33.9 miles) of water transmission pipelines, approximately 111,900-FT (21.2 miles) of sewer collection and interceptor pipelines, and 99,100-FT (18.8 miles) of recycled water pipelines.

These service facilities also include the installation of five new and the relocation of two existing water booster stations, installation of four new sewer lift stations, and the construction of six above‑ground water storage tanks (reservoirs) at five locations.
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Bradley A. Sackett, PE
Senior Engineer
Master Plan Updates, Western Municipal Water District (District) - Brad served as Project Manager for the District’s project. This project for included updates to the North and South AFC Master Plan, the Sewer Master Plan, MARB Water Master Plan, the Recycled Water Master Plan, the Murrieta Water Master Plan, and development of the Murrieta Sewer Master Plan. All plans were brought current by verifying the current land use, EDU’s and demands, updating facilities to be constructed and associated cost estimates, and preparing a CEQA document at the programmatic level allowing the District to consider adoption of the master plan by the Board of Directors. The master plans and associated CEQA document was presented to the Board for consideration.

Water Supply Evaluation, Western Municipal Water District (District) - Brad served as Project Manager for the District’s project. In 2016, WEBB provided engineering services to evaluate available water export amounts from Riverside Highland Water Company’s (RHWC) rights that might be transferable to the District in the future. The study results are used as the basis of a lease agreement between the two agencies. The study includes (1) Verify RHWC’s annual water rights within the San Bernardino Basin Area and allowable delivery limits outside of San Bernardino County (2) Determine RHWC’s existing water demands, (3) Determine RHWC’s future demands, in five year increments, out to ultimate build-out, and (4) Identify surplus water rights available for transfer from RHWC to the District at five year increments through build-out.

South Regional Lift Station Analysis, Western Riverside County Regional Wastewater Authority - Brad served as the Project Manager for this project. WEBB obtained as-built plans, pump information, current operating conditions, and ultimate flow projections from each agency. Based on the hydraulic analysis of the systems, WEBB determined the existing system maximum capacity and compared against ultimate daily and instantaneous flow projections. Since there is essentially no storage capacity in the South Regional Lift Station and conveyance system, all wet weather and peak flows must be pumped to the treatment plant to avoid sewer spills or discharges to the IEBL emergency connection. Flow projections included both dry weather and wet weather maximum flows based on estimates of peaking factors for both situations. Improvements were identified to meet the ultimate flow projects.

Baxter Road and Clearview Street Lift Stations, Eastern Municipal Water District - Brad served as Senior Engineer for this project. Two lift stations were partially constructed during the mid-2000’s but were never completed when the housing market collapsed. With the recovery of the housing market and a revised development proposal, WEBB analyzed the proposed development plan based on revised tributary areas, determined the ultimate station capacity, inspected the existing facilities for current condition and salvageable facilities, re-designed and specified all required improvements and installation for both the renovated Baxter Road Lift Station, Clearview Street Lift Station, and the abandonment of the Menifee Court Lift Station. 261
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Elizabeth Xiong, PE
Associate Engineer
As an Associate Engineer in WEBB’s Water Resources Department, Elizabeth has successfully assisted in project designs ranging from the preliminary stages of a project through the construction phase. Elizabeth has worked on public works projects involving wastewater and water systems, water reclamation, and water and wastewater treatment. Her experience also includes projects involving water distribution and sewer collection systems for tract development, and flood control and water resources. Her responsibilities have included water and sewer pipeline alignment design, hydraulic analysis, pipe thickness design, sewer lift station design, deep well design, utility coordination, local agency permitting, construction document review, and coordinating with outside consultants.

REGISTRATIONS
Registered Civil Engineer C 94706 (CA)

EDUCATION
BS, Environmental Engineering, University
of California, San Diego
MS, Environmental Engineering and
Water Resource Engineering, University of
California, Los Angeles
Chandler Drachslin, EIT
Assistant Engineer

EDUCATION
BS, Civil Engineering
Colorado State University
As an Assistant Engineer in the Water Resources Department at WEBB, Chandler works on public works projects consisting of major pumping plants, groundwater pumping wells, sewer collection system design, wet well rehabilitation, water distribution system design, wastewater treatment plant design, and hydraulic system modeling using various computer models. Chandler provides support for several projects for public works agency clients including the Eastern Municipal Water District, City of Ontario, City of Riverside, Jurupa Community Services District, and Crestline-Lake Arrowhead Water Agency. In addition, Chandler is WEBB’s GIS expert providing support to all in-house services.

Tri-Palms Country Club Water Main Replacement, Coachella Valley Water District (District) - Elizabeth served as Project Engineer on the WEBB Team providing engineering design services for the Tri-Palms Country Club (TPCC) Water Main Replacement – Phase 1 Project. The project replaced approximately 3,500 LF of aged and undersized asbestos cement domestic water pipelines (ACP) and all appurtenances. The project also relocated the services connections from the back of lot to the front of property in the Phase 1 area within the master-planned community of TPCC, located in the County of Riverside.

North Shore Water Main Replacement, Coachella Valley Water District (District) - Elizabeth served as Project Engineer and the WEBB Team provided engineering design services for the District’s North Shore Water Main replacement project. The project consisted of approximately 10,500 LF of a 12-inch diameter ductile iron pipe (DIP) domestic water transmission main including appurtenances in Bay Drive, Vander Veer Road, 70th Avenue, apportion of Lookout Drive and Sea View Way in the unincorporated territory of Riverside County known as North Shore.
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Darin Hawkes, PE | Principal
Project Experience
Phone: 801.683.3727 | Email: [email protected]
Mr. Hawkes’ has a vast amount of experience in various civil engineering disciplines. He specializes in difficult projects that often have space, access and/or extreme time constraints. He has developed a reputation for being able to view a problem from multiple angles to develop a solution that works for his client. His experience ranges from pumping system design, concrete storage tanks and open reservoir design, to large concrete water storage facilities and high elevation snowmaking reservoirs and dams.

Many of his projects are provided as turn-key solutions for his clients with his direct involvement from conceptual design through contract administration and project close-out. As part of the AQUA team, he has lead and assisted in numerous design projects, the completion of several System Capacity Analyses, Municipal Capital Facility Plans and large-scale Master Plans for both culinary water and wastewater.

Master Plans, Capital Facility Plans, Planning Documents Town of Bennett, CO | Custer Bypass Sewer Alignment Study Principal-in-Charge, Senior Principal Engineer
AQUA assisted the Town of Bennett in identifying the preferred alternative alignment for a new sanitary sewer force main. The Town’s sewer collection system was limited in capacity due to a handful of hydraulic “bottlenecks” in the existing collection system.

AQUA evaluated five (5) different alternatives to add conveyance capacity to the collection system. The alternatives consisted of gravity, pressurized force main, and a combination of both. The project involved hydraulic modeling, master planning, capital facilities planning and cost estimation.

Northpoint Development | Lakeview Business Park Water & Sewer Master Plan
Principal-in-Charge, Senior Principal Engineer
AQUA developed a sanitary sewer system hydraulic model and subsequent capital facilities plan as part of the overall master planning process related to the development of the Lakeview Business Park, a 15M+ square foot commercial, industrial and warehousing development located in Grantsville, UT. The project involved mapping, sewer modeling, master planning, capital facilities planning and cost estimation.

Town of Bennett, CO | Capital Asset Inventory Assessment & Master Plan Senior Principal Engineer
In conjunction with several engineering and planning firms, AQUA Engineering developed the water and sewer portions of the Town of Bennett Capital Asset Inventory Assessment and Master Plan. This involved the development of potable water and sanitary sewer hydraulic models for the entire Town. AQUA evaluated the existing systems against planned developments and proposed capital improvements necessary to meet the increased demands of a growing municipality.

Grantsville, UT | On-Call Sewer Modeling
Principal-in-Charge, Senior Principal Engineer
AQUA provides on-call hydraulic modeling services to the City of Grantsville to assist with development review and master planning updates.

Grantsville, UT | Sanitary Sewer Masterplan
Principal-in-Charge, Senior Principal Engineer
AQUA developed a sanitary sewer system hydraulic model and subsequent capital facilities plan as part of the overall master planning process for the city of Grantsville, UT. The project involved mapping, sewer modeling, master planning, capital facilities planning and cost estimation.

INNOVATIVE ENGINEERING SOLUTIONS
aquaeng.com
Education
Registration
Work Experience
Affiliations
Expertise
BS Civil Engineering,
University of Utah, 2003
Professional Engineer (Structural):

Utah
ASCE
• Hydro and Civil Structural Design
(Storage Tanks, Retaining Walls,
Platforms, etc.)
• Pumping System Design
• Industrial Facility Expansion, Remodel
and Retrofit
• Hydraulic & Hydrologic
• Computer Modeling
• Facility Plans & Master Plans
• Water Resources Treatment
19 Years
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Hyrum, UT | Sanitary Sewer Masterplan
Principal-in-Charge, Senior Principal Engineer
AQUA developed a sanitary sewer system hydraulic model and subsequent capital facilities plan as part of the overall master planning process for the city of Grantsville, UT. The project involved mapping, sewer modeling, master planning, capital facilities planning and cost estimation.

Mayflower Mountain Resort Water Master Planning & Design Principal-in-Charge, Senior Principal Engineer
Engineering Analysis, Hydraulic Modeling, Water Master Planning, Water Storage Tanks, Pump Stations, Flow Control Facilities, PRVs, Utility Design, Project Management
Driggs Idaho Water System Facility Plan
Project Engineer
CAD software water modeling, Planning and system characterization CAD Water Model Design, Entire system Master Plan. Overseen CAD modeling and report creation and submission.

Western Zirconium Chemical Milling Facility Site Feasibility Study Senior Principal Engineer
Sage Glen Well Preliminary Engineering Report
Project Engineer
Develop PER as required per Utah Division of Drinking Water Requirements Rural & sensitive site, New well for upscale development. Completed Well Head Protection Area (WHPA) Analysis and CAD Model. Generated a detailed PER report.

Pole Canyon Wet Utilities Master Plan
Project Engineer
Planning, Survey coordination, CAD Utility Modelling, Cost analysis Large system master plan for 900+ unit annexation property including, potable water source, storage, & distribution and storm drain utilities.

Overseen CAD modeling; project cost estimating and funding analysis; and oversee report creation and submission.

West Wendover Nevada Culinary Water and Wastewater System Master Plan

INNOVATIVE ENGINEERING SOLUTIONS
aquaeng.com
Project Experience (continued)
Darin Hawkes, PE | Principal
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Project Experience
Phone: 801.683.3733 | Email: [email protected]
Mr. Graue is an intensely ambitious Professional Engineer and Project Manager backed by over a decade of experience in the Water and Energy sectors with a proven track record of successful project delivery and program implementation. Nick’s deep passion for natural resource conservation has steered him to managing engineering projects where technology can be leveraged to achieve a more sustainable infrastructure. Nick’s work experience involves the entire life cycle of engineering projects from capital planning, feasibility analyses and engineering design to contract administration, construction management, facility commissioning and operations consulting.

Mayflower Mountain Resort Water Master Planning & Design, Engineering Analysis, Hydraulic Modeling, Water Master Planning, Water Storage Tanks, Pump Stations, Flow Control Facilities, PRVs, Utility Design, Project Management Northpoint Development | Lakeview Business Park Water & Sewer Master Plan Engineering Analysis, Hydraulic Modeling, Utility Master Planning, Design, Project Management Town of Bennett, CO | Custer Bypass Sewer Alignment Study Engineering Analysis, Hydraulic Modeling, Utility Design, Project Management Boulder County, CO San Souci Water Treatment Plant
Surface Water Treatment, Facility Planning, Design, Permitting, Project Management West Wendover Water GIS Mapping Update
GIS Master Planning, Database Design
Spring Valley Metro District #1, CO Arapahoe Well #2
Groundwater Development, Hydraulic Analysis, Design, Project Management Snowbird Resort Mid-Gad Lodge Spring Collection & Disinfection Project, 2020 Groundwater, Site Utilities, Mechanical Design, Project Management Salt Lake County Service Area 3 Chickadee Ski-Run Water & Sewer Realignment Project
Utilities, Water Distribution, Wastewater Collection, Construction Management Oakley City, UT Cottonwood Springs Improvements
Groundwater, Mechanical Design, Project Management
Aspen Acres Association Spring Improvements,
Groundwater, Mechanical Design, Instrumentation & Controls, Project Management, Construction Management
Mountain Regional Water, Glenwild Booster Station Upgrades Hydraulic Analysis, Mechanical Design, Site Utilities, Permitting Mountain Regional Water, Hidden Creek PRV & Booster,
Construction Management
Metro Water District of Salt Lake and Sandy Telemetry Radio System Improvements Telemetry System Planning & Design
Town of Alta, UT Bay City Mine Pump Improvements
Hydraulic Analysis, Mechanical Design, Permitting
Education
Registration
Work Experience
Affiliations
Certifications
Expertise
BS Civil Engineering
University of Utah, 2013
Professional Engineer:

UT, CO, NV, ID, OR, WA
AWWA
AWWA/Energy Management Committee
Envision Sustainability Professional
(ENV SP), Institute for Sustainable
Infrastructure
• Project Management
• Water System Master Planning
• Hydraulic Modeling
• Pumping System Design
• Intelligent Water Systems
• SCADA & Instrumentation
• Water Conveyance & Transmission
• Asset Management
• Site Utilities
• Water Distribution
• Water Storage Facilities
12 Years

INNOVATIVE ENGINEERING SOLUTIONS
aquaeng.com
Nicholas Graue, PE | Senior Project Engineer
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Appendix B. Addendum Acknowledgment
4 Association M32 manual. Further detail and specific model capabilities will be developed between the Consultant and City once the contract has been awarded. Following calibration and validation of the hydraulic model, one day of training, or more as needed, will be administered to City staff so that sufficient understanding of model parameters, assumptions, outputs, etc. is achieved.

Deliverables: One full InfoWater license, fully updated and calibrated InfoWater model, eight hours or more of training for City staff on modifying and using the InfoWater model.

Task 6 – Water Distribution System Analysis
Consultant, working City staff and the City’s Project Manager, will develop a series of system performance criteria to analyze existing and future water system infrastructure using the InfoWater model.

Specific scenarios of analysis will be defined during the scoping exercise (assume up to 8 modelling scenarios).

Task 7 – Water System Graphics
The Consultant shall provide pdf maps of the existing water distribution system, distribution system at build-out, and a pressure zone map. These will be used by the City in developing a new Domestic Water Master Plan as report graphics. Assume a total of five maps.

Task 8 – Ongoing Modeling Support
Consultant shall include in their budget proposal a total of 40 hours to be used for on-going modeling support. This support may include, but be limited to, assisting with software updates, running simulations to determine impacts of new developments, training, and other support as needed.

ATTACHMENTS:
1) CITY Sample Agreement for Professional Services
2) 2008 Domestic Water Master Plan

____________________________________
Saba Engineer, P.E., City Engineer
Receipt acknowledged and conditions agreed to this _______ day of ___________2023.

Bidder: _________________________________________________ By: ____________________________________________________ Albert A. Webb Associates
28 February
Bruce Davis, PE, Senior Vice President
266
EXHIBIT “C”

CONTRACTOR QUOTE
267
1 www.webbassociates.com
March 23, 2023
City of Adelanto
Attn: Saba Engineer, PE
11600 Air Expressway
Adelanto, CA 92301
RE: Request for Proposals for City of Adelanto Water Model Dear Mr. Engineer:

Albert A. Webb Associates (WEBB) is committed to providing the highest quality service to the City of Adelanto’s (City) Water Master Plan Project. After preparing a detailed scope of work for this project, we have included all the necessary items required to successfully complete it and believe our experience will generate an efficient processing of the project deliverables. WEBB does not anticipate using subscontractors for this project.

We have enclosed the following items for the City’s review:

Hourly Rate Schedule
Total Fees Including Reimbursable Expenses
If you have any questions regarding our proposal or fee, please contact me directly at 951.686.1070, or by email at [email protected].

Sincerely,
Bruce A. Davis, PE
Senior Vice President
[email protected]
Corporate Headquarters
3788 McCray Street
Riverside, CA 92506
T: 951.686.1070
Murrieta Office
41870 Kalmia Street #160
Murrieta, CA 92562
T: 951.686.1070
268
2 Fee Schedule
SCH 2022 (06/01/2022)

CLASSIFICATION
Engineers/Project Managers/Planners/Scientists/ Rates
Assessment/Special Tax Consultants/Landscape Architects/Designers $/Hour Principal II.............................................................................................................................. 302.00 Principal I .............................................................................................................................. 287.00 Senior III ............................................................................................................................... 272.00 Senior II ................................................................................................................................ 259.00 Senior I ............................................................................................................................... 250.00 Associate III .......................................................................................................................... 233.00 Associate II ........................................................................................................................... 220.00 Associate I ............................................................................................................................ 210.00 Assistant V ........................................................................................................................... 189.00 Assistant IV .......................................................................................................................... 170.00 Assistant III ........................................................................................................................... 157.00 Assistant II ............................................................................................................................ 142.00 Assistant I ............................................................................................................................. 125.00 Survey Services
2-Person Survey Party .......................................................................................................... 314.00 1-Person Survey Party ......................................................................................................... 221.00 Inspection Services
Construction Manager II ....................................................................................................... 274.00 Construction Manager I ........................................................................................................ 192.00 Inspector (Non-Prevailing Wage) ......................................................................................... 141.00 Inspector Overtime (Non-Prevailing Wage) .......................................................................... 190.00 Inspector (Prevailing Wage) ................................................................................................. 152.00 Inspector Overtime (Prevailing Wage).................................................................................. 200.00 Administrative Services
Project Coordinator .............................................................................................................. 135.00 Administrative Assistant III ................................................................................................... 115.00 Administrative Assistant II .................................................................................................... 102.00 Administrative Assistant I ..................................................................................................... 81.00 Other Direct Expenses
Incidental Charges ............................................................................................................... Cost + 15% Postage ................................................................................................................................ Cost Subcontracted Services ....................................................................................................... Cost + 15% Special Consultant………………………………………………………………………………… 385.00 Survey/Inspection Per Diem.................................................................................................. Prevailing Wage Rate In-House Delivery Up to 1/2 hour.......................................................................................... 34.00 In-House Delivery 1/2 Hour up to 1 Hour.............................................................................. 67.00 In-House Delivery Over 1 Hour up to 2 Hours ...................................................................... 124.00 In-House Delivery Over 2 Hours ........................................................................................... 178.00 Survey/Inspection Vehicle .................................................................................................... 0.81/Mile Mileage ................................................................................................................................. 0.72/Mile Note: All rates are subject to change based on annual inflation and cost of living adjustments. Prevailing wages are dictated by the California Department of Industrial Relations (DIR). As such, the indicated rate will remain in effect until revised rates are published by the DIR. The rate shown shall be subject to renegotiation to remain in compliance with State requirements if prevailing wages are increased by the DIR. * A FINANCE CHARGE of 1 ½ % per month (18% per year) will be added to any unpaid amount commencing thirty (30) days from invoice date. A mechanic’s lien may be filed for any invoice remaining unpaid after thirty (30) days from invoice date. 269
3 Item Description
Bruce DavisPrincipal II Kristopher DanielsonSenior III Chandler DrachslinAssistant V Elizabeth XiongAssociate II Lexi HinkleyProject Coordinator Joseph CaldwellPrincipal II Total Hours
Subtotal - Labor
Sub-consultant budget
Expenses
Total/task1
Billout Rate $ 302 $ 272 $ 189 $ 220 $ 135 $ 302
Task 1 - Project Management 3 24 1 26 54 $ 11,133 $ - $ - $ 11,133

1.1 Kick-off Meeting 1 2 1 1 5 $ 1,170 $ - $ 1,170

1.2 Work Plan and Schedule 4 2 6 $ 1,358 $ - $ 1,358

1.3 Monthly Coordination Meetings 5 8 13 $ 2,440 $ - $ - $ 2,440

1.4 Periodic Project Updates 6 4 10 $ 2,172 $ - $ - $ 2,172

1.5 QA/QC Program 1 2 6 9 $ 1,656 $ - $ - $ 1,656

1.6 Project Management 1 5 5 11 $ 2,337 $ - $ 2,337
Task 2 - Review Existing Data 18 22 6 46 $ 10,374 $ - $ 100 $ 10,474

2.1 Review GIS Data 2 4 6 $ 1,300 $ - $ 1,300

2.2 Review water master plan and UWMP 4 2 2 8 $ 1,906 $ - $ - $ 1,906

2.3 Review Water System Plans & Data 4 8 4 16 $ 3,480 $ - $ - $ 3,480

2.4 Site Visit and Field Walk 8 8 16 $ 3,688 $ - $ 100 $ 3,788 35 72 48 10 165 $ 35,038 $ - $ - $ 35,038

3.1 Catalog ex. water 12-in and larger 1 8 2 11 $ 2,302 $ - $ 2,302

3.2 Review GIS Data and as-builts 4 30 16 50 $ 10,278 $ - $ 10,278

3.3 Data Conversion to ESRI Format 4 30 16 50 $ 10,278 $ - $ 10,278

3.4 Data Conversion to INFOWATER 2 4 8 14 $ 3,060 $ - $ 3,060

3.5 Training Program 24 8 8 40 $ 9,120 $ - $ 9,120
12 10 4 26 $ 6,034 $ - $ - $ 6,034

4.1 Review Demands 4 2 6 $ 1,466 $ - $ 1,466

4.2 Compare Land Use and Demand Factors 4 8 12 $ 2,600 $ - $ 2,600

4.3 Identify Water Supplies 4 4 8 $ 1,968 $ - $ 1,968
13 8 36 2 59 $ 13,238 $ - $ 10,000 $ 23,238

5.1 Update Model Pipes and Facilities 2 4 12 18 $ 3,940 $ - $ 3,940

5.2 Update Demands 2 4 8 14 $ 3,060 $ - $ 3,060

5.3 Calibrate Model 8 16 24 $ 5,696 $ - $ 5,696

5.4 INFOWATER License - 1 year 1 2 3 $ 542 $ - $ 10,000 $ 10,542 Task 6 - Water Distribution System Analysis 16 32 48 $ 11,392 $ - $ 50 $ 11,442

6.1 Run Scenarios (8) 8 16 24 $ 5,696 $ - $ 5,696

6.2 Document Results 8 16 24 $ 5,696 $ - $ 25 $ 5,721
Task 7 - Water System Graphics 3 15 18 $ 3,651 $ - $ - $ 3,651

7.1 Prepare Exhibits (5) 3 15 18 $ 3,651 $ - $ 3,651
Task 8 - On-Going Modeling Support 4 8 28 40 $ 8,760 $ - $ - $ 8,760

8.1 Modeling Effort 4 8 28 40 $ 8,760 $ - $ 8,760
Total 3 125 136 154 38 456 $ 99,620 $ - $ 10,150 $ 109,770 Water Model for
City of Adelanto
Task 3 - Update Existing Backbone Water
System GIS Map
Task 5 - Update and Calibrate Water System
Hydraulic Model
Task 4 - Review Water Demand Estimates and
Forecast

1. Rounded to the nearest $1.

G:\Proposals\FORMAL PROPOSALS\City of Adelanto\015852 - Water and Sewer Models\Manhour Estimate 015852 3/23/202312:09 PM 270
www.webbassociates.com
City of Adelanto
2024 Water Model
For:

City of Adelanto
MARCH 2024
271
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Prepared for:
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Table of Contents
Section 1 Introduction...........................................................................1-1

1.1 Background __________________________________________________________ 1-1

1.2 Objectives ___________________________________________________________ 1-1 Section 2 Land Use................................................................................2-1

2.1 Known Future Developments ____________________________________________ 2-1

2.2 Accessory Dwelling Units _______________________________________________ 2-1 Section 3 Existing and Projected Demands.........................................3-1

3.1 Existing Water Demand_________________________________________________ 3-1

3.1.1 Water Losses ___________________________________________________ 3-1

3.1.2 Land Use and Meter Table Derivation ________________________________ 3-1 Section 4 Existing Water System..........................................................4-1

4.1 Overview ____________________________________________________________ 4-1

4.2 Sources of Supply _____________________________________________________ 4-1

4.3 Water Storage Tanks __________________________________________________ 4-1

4.4 Booster Pump Stations _________________________________________________ 4-4

4.5 Water Transmission and Distribution Pipelines_______________________________ 4-5

4.6 Interties _____________________________________________________________ 4-5 Section 5 Analysis Criteria....................................................................5-1

5.1 Evaluation Methodology ________________________________________________ 5-1

5.2 Analysis Criteria Summary ______________________________________________ 5-1 Section 6 Water System Model Development......................................6-3

6.1 Hydraulic Model Development ___________________________________________ 6-3

6.1.1 Elevations ______________________________________________________ 6-3

6.1.2 Demand Allocation _______________________________________________ 6-3

6.1.3 Model Calibration ________________________________________________ 6-6 Section 7 Hydraulic Analysis Results ..................................................7-1

7.1 Existing System Analysis _______________________________________________ 7-1

7.2 Ultimate System Analysis _______________________________________________ 7-2

7.3 Near Term Improvements _______________________________________________ 7-2 273
City of Adelanto
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7.4 Long Term Improvements _______________________________________________ 7-4

7.5 Recommendations ____________________________________________________ 7-4 List of Tables
Table 2-1 Known Future Developments ..................................................................................... 2-1 Table 3-1 Customer Accounts by Land Use............................................................................... 3-2 Table 3-2 City of Adelanto Existing Water Demand................................................................... 3-3 Table 3-3 City of Adelanto Water Duty Factors.......................................................................... 3-4 Table 4-1 City of Adelanto Current Well Production (2022) ...................................................... 4-1 Table 4-2 Existing Reservoirs ..................................................................................................... 4-4 Table 4-3 Existing Booster Stations ........................................................................................... 4-5 Table 5-1 Adelanto Proposed Design Criteria............................................................................ 5-2 Table 7-1 Proposed Near-Term Improvements .......................................................................... 7-3 List of Figures
Figure 1-1 Vicinity Map................................................................................................................ 1-2 Figure 2-1 General Plan Land Use .............................................................................................. 2-2 Figure 4-1 Existing Facilities....................................................................................................... 4-2 Figure 4-2 City of Adelanto System Schematic (2022) .............................................................. 4-3 Figure 6-1 Demand Allocating Meter to Closest Junction......................................................... 6-4 Figure 6-2 Existing Water Demand Estimate by Pressure Zone............................................... 6-5 Figure 6-3 Ultimate Water Demand Estimate by Pressure Zone............................................... 6-6 Figure 7-1 Proposed Facilities .................................................................................................... 7-5 Figure 7-2 Proposed Near-Term Facilities.................................................................................. 7-6 List of Appendices
Appendix A Design Criteria Comparison
Appendix B Field Fire Flow Test Results
Appendix C Model Calibration Results
Appendix D Model Analysis Results
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City of Adelanto
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Section 1 Introduction
The City of Adelanto (City or Adelanto) is located in western San Bernardino County, northwest of the City of Victorville and north of the San Bernardino Mountains. As of 2022, the City encompasses about 53 square miles, as shown on Figure 1-1, and serves approximately 9,750 potable water meters with 3.5 million gallons per day (MGD) throughout three existing water pressure zones (PZ).

1.1 Background
Albert A. Webb Associates (WEBB) has been authorized by the City to develop an accurate hydraulic model for its existing water transmission and distribution system (to include 12-inch diameter and larger pipelines) to support the preparation of water master plans. The last water master plan and hydraulic model prepared for the City was completed in 2008. Local wells are the primary water supply source for the City, along with emergency water source connections to the City of Victorville and the Mojave Water Agency’s (MWA) Regional Recharge and Recovery Project (R3).

1.2 Objectives
The objectives of this report are to summarize WEBB’s findings from a review of varies Geographic Information System (GIS) databases, land use maps, existing water facilities records, design criteria, and other resources provided by the City to build a hydraulic model. This report also summarizes the methodology used to develop and calibrate a hydraulic model to identify Capital Improvement Plan (CIP) projects needed to meet ultimate buildout conditions. Detailed facility improvement descriptions, cost estimates, and growth projections will be forthcoming by others as part of the development of the Water Master Plan. 275
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·|þ}18
·|þ}330
·|þ}71
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·|þ}259
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§¨¦215
§¨¦15
§¨¦10
§¨¦10
£¤66
£¤66
·|þ}39
·|þ}57
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§¨¦605
Sources: San Bernardino Co. 2020; ESRI 2021
H:\2023\23-0130\GIS\workingFigures_v2.aprx Map created 20 Feb 2024 CITY OF ADELANTO WATER MODEL 2023
FIGURE 1-1 VICINITY MAP
0 2 4
I
6 8
Mi
LEGEND
Adelanto City Limits
SAN

BERNARDINO

REDLANDS

FONTANA

ONTARIO
UPLAND
LAKE

ARROWHEAD

HESPERIA

VICTORVILLE
APPLE
VALLEY

CRESTLINE

CITY OF

ADELANTO
COVINA
POMONA
CITY OF ADELANTO WATER MODEL 2024
276
City of Adelanto
2024 Water Model

Section 2 Land Use
A critical reference for shaping the current and future development of any city or county is its General Plan Land Use Element. The City's most recent update to this element, dated December 1, 2022, serves as the foundation for determining land use types for future developments used to estimate demands in the development of the hydraulic model. These land use designations, depicted on Figure 2-1, are based on Geographic Information System (GIS) shape files obtained from the City and was confirmed by the City to be the most current dataset.

2.1 Known Future Developments
At the time of this report, there are six known projects that are in development or planning to be in development in the near future, as listed in Table 2-1 and shown in Figure 2-1. All known projects are zoned for one of the commercial or industrial land use types and were factored into the ultimate scenario analysis for water demands and Capital Improvement Plan (CIP) development.

Table 2-1 Known Future Developments
Development Name Acres (ac) Land Use Type
Adelanto Industrial Park 538.3 Manufacturing / Industrial Avalon & Adelanto 121.9 Airport Development District
Herrick Steel Facility 53.2 Light Manufacturing
Adelanto 35 Development Project (35
LDP) 35.3 Light Manufacturing
Value Windows & Doors 17.5 Airport Development District Auburn Travel Center 11.2 Airport Development District

2.2 Accessory Dwelling Units
Accessory dwelling units (ADUs) are also known as “granny flats”, second units, or in-law units.

They can be for one or more people and can be detached, attached, existing space converted into an independent living unit, or a Junior ADU contained entirely within an existing or proposed single-family residence. ADUs are being encouraged by the State to increase residential infill and help meet the increasing statewide demand for affordable housing. Therefore, ADU’s were also considered as part of the analysis of the water distribution system. Because the ADU laws (Gov.

Code 65852.2) change each year, readers should refer to the California Department of Housing and Community Development (www.hcd.ca.gov) for the latest changes to the law. 277
US 395
SR 18
SR 18

AIR EXPY

EL MIRAGE RD

RANCHO RD

ADELANTO RD

HOLLY RD

KOALA RD

MOJAVE DR

HELENDALE RD

AMETHYST RD

COLUSA RD

CAUGHLIN RD

KOALA RD

CAUGHLIN RD
OS
MI
LM
DL 5
C
DL2.5
PU
R-S5
AP
ADD
DL 9
R-S1
MU
LMCO
R1
BP
R-M12
R3-8
R3-30
Sources: City of Adelanto 2022; ESRI 2023
H:\2023\23-0130\GIS\workingFigures_v2.aprx Map created 21 Feb 2024 FIGURE 2-1 GENERAL PLAN LAND USE
I
0 2,500 5,000
Feet
LEGEND
Auburn Travel Center
Value Window & Doors
Adelanto Industrial Park SKH
Herrick Steel Facility Relocation
Avalon Adelanto
35LDP
City Boundaries
Land Use
MI
LMCO
MU
R-S5
C
AP
LM
PU
R3-30
DL 5
DL2.5
OS
R-M12
R1
R3-8
ADD
BP
DL 9
R-S1
Southern
California
Logistics Airport
George AFB
CITY OF ADELANTO WATER MODEL 2024
Reassigned from
DL2.5 to R-S5
278
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2024 Water Model

Section 3 Existing and Projected Demands
This section details the City’s recorded water demand and the data and methodology used to project future potable water demands within the City’s Water Service Area. Water demands vary throughout the day, resulting in a diurnal demand pattern that typically includes a peak in the morning and a second in the evening. Demands also vary seasonally, with peak demands typically occurring during summer months.

3.1 Existing Water Demand

3.1.1 Water Losses
According to the City’s validated water loss audits provided in the 2020 Urban Water Management Plan (UMWP) for the calendar years (CY) from 2016 to 2020, the City had an average total annual water loss of approximately 200 MG/year, with a high of 260 MG/year in 2020 and a low of 121 MG/year in 2018. The average water loss throughout this period as a percentage of total water supplied is approximately 16.4 percent
1 .

Based off the consumption and production data provided by the City for CY 2022, the City reported a total of 1,478 MG of produced potable water. Of the 1,478 MG supply, 1,264.5 MG was accounted for in the City’s water meter demand database. Roughly 213.5 MG are considered as water losses attained throughout the distribution system. The total loss recorded from CY 2022 as a percentage of total water supplied during that time frame is approximately 14.5 percent, which is an improvement over the percentage average of 16.4 precent from CY 2016 – 2020.

3.1.2 Land Use and Meter Table Derivation
Data Acquisition
Monthly water meter data from approximately 9,500 meters was acquired from the City spanning recorded water demand from January 2022 to December 2022. Nearly every account within the City’s database that was charged water use from the given time frame had an address attached for billing purposes, with the exception of about 60 hydrant and landscape meters. Using the billing address provided, shape file points (representing meters) were generated by georeferencing each address using ESRI’s ArcGIS software. These meters are registered (having been charged with a yearly water use) within Adelanto’s city limits and sphere of influence. For this report, the monthly readings were summed to derive a total annual demand for 2022 along with the average daily demand per water meter in terms of gallons per day (gpd).

The customer accounts (meters) by land use category according to Adelanto’s records for 2022 are shown in Table 3-1 – Customer Accounts by Land Use. 1 Based on 2020 Adelanto Urban Water Management Plan
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Table 3-1 Customer Accounts by Land Use
Land Use Code Land Use Category Meter Count
Residential Categories
DL9 Desert Living (1 du / 9 ac) 0
DL5 Desert Living (1 du / 5 ac) 0
DL2.5 Desert Living (1 du / 2.5 ac) 0
(1)
R-S1 Single Family Residential 180
RS-5 Single Family Residential 1,868
R1 Single Family Residential 6,535
R3-8 Medium Density Residential 171
R-M12 Medium Density Residential 1
R3-30 High Density Residential 3
Mixed Use, Commercial, & Industrial Categories
MU Mixed Use 151
AP Airport Park 0
BP Business Park 387
ADD Airport Development District 46
C Commercial 17
LM Light Manufacturing 57
LMCO Light Manufacturing Cannabis Only 0
MI Manufacturing / Industrial 154
Other Categories
OS Open Space 4
PU Public Utilities 0
Total 9,574
(1) All 216 meters within the DL2.5 zone were found to have the incorrect Land Use designation. Based on the density of the lots with meters within the DL2.5 area, 212 were reassigned to RS-5, 3 to R3-30, and 1 to Commercial Spatial Analysis
Using GIS software (ArcGIS Pro), a spatial join was used to assign the appropriate land use, utilizing the city general plan land use designations from the City of Adelanto, to each parcel based on the location. A spatial join can be defined as a GIS operation that affixes data from one feature layer’s attribute table to another from a spatial reference. A second spatial join was run to affix the parcels (now with a defined land use) to the water meters. All meters falling within the limits of a parcel were assigned to that parcel – essentially giving each meter an Assessor’s Parcel Number (APN), land use type, and location.

Data Calculation
After designating an APN to each water meter, the number of meters within each parcel was summed. The acreage supplied per water meter was calculated by dividing the respective parcel acreage (from GIS) by the number of meters per parcel. The annual average of water demand by 280
City of Adelanto
2024 Water Model

land use type was then divided by the acres with a meter assigned to it within each land use category to yield a yearly demand in gpd per acre.

Data Organization
Adelanto water meters were organized by assessor parcel number, land use type, location, and 2022 CY metered water sales shown in Table 3-2 – City of Adelanto Existing Water Demand.

Existing demand does not include undeveloped, unoccupied, or vacant land.

Table 3-2 City of Adelanto Existing Water Demand
Land Use
Code Land Use Category
Metered
Area (ac)(1)
2022 CY
Demand
(gpd)
Unit Water
Use
(gpd/ac)
Residential
DL9 Desert Living (1 du / 9 ac) 0 0 0
DL5 Desert Living (1 du / 5 ac) 0 0 0
DL2.5(1) Desert Living (1 du / 2.5 ac) 0 0 0
R-S1 Single Family Residential 29 36,965 1,287
RS-5 Single Family Residential 397 507,413 1,278
R1 Single Family Residential 1,051 1,626,739 1,548
R3-8 Medium Density Residential 35 60,350 1,704
R-M12 Medium Density Residential 3 86 27
R3-30 High Density Residential 6 27,115 4,519
Subtotal: 1,521 2,258,668
Mixed Use, Commercial, & Industrial
MU Mixed Use 145 118,886 819
AP Airport Park 0 0 0
BP Business Park 228 191,160 840
ADD Airport Development District 55 83,074 1,501
C Commercial 16 26,914 1,682
LM Light Manufacturing 102 181,670 1,785
LMCO Light Mfg. Cannabis Only 0 0 0
MI Manufacturing / Industrial 697 399,629 574
Subtotal: 1,243 1,001,333
Others
OS Open Space 11 24,134 2,209
PU Public Utilities 0 0 0
Subtotal: 11 24,134
Total 2,775 3,284,135
(1) All 216 meters within the DL2.5 zone were found to have the incorrect Land Use designation. Based on the density of the lots with meters within the DL2.5 area, 212 were reassigned to RS-5, 3 to R3-30, and 1 to Commercial (The redesignated commercial meter has been omitted from this table as it was deemed an outlier) 281
City of Adelanto
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Water Duty Factors
Meter readings were used for this report to derive water duty factors for ultimate demand estimates and for demand distribution between pressure zones in the hydraulic model.

Approximately 0.08 MGD of potable water demand from roughly 60 meters were not assigned a specific land use. These meters were used for landscape and hydrant services and thus, an acreage total for these meters was unobtainable so no water duty factor could be determined.

These demands were added to the hydraulic model near the Lower Booster Station.

The water duty factors for each land use type were developed by rounding up the gpd/ac values shown in Table 3-2. WEBB compared the unit values from the 2022 meter data with those used by nearby cities and water agencies to ensure they are commensurate, which is shown in Table 3-3 – City of Adelanto Water Duty Factors. These duty factors will be used to calculate ultimate average daily water demand for the study area.

Table 3-3 City of Adelanto Water Duty Factors
Land
Use
Code Land Use Category
Density
(DU/acre)
Compared
Water Duty
Factors
(gpd/ac)
Proposed
Water Duty
Factors
(gpd/ac)
ADU
Allowance
(gpd/ac)(1)
Residential
DL9 Desert Living (1 du / 9 ac) 0.03 - 0.11
DL5 Desert Living (1 du / 5 ac) 0.12 - 0.20 100 - 1,500 200 40 DL2.5 Desert Living (1 du / 2.5 ac) 0.21 - 0.40
R-S1 Single Family Residential 0.41 - 1.0 300 - 1,500 1,300 260 RS-5 Single Family Residential 1.1 - 5.0 660 - 2,800 1,300 260 R1 Single Family Residential 4.0 1,300 - 2,800 1,500 300 R3-8 Medium Density Residential 8.0 1,500 - 3,000 1,700 R-M12 Medium Density Residential 5.1 - 12.0 1,500 - 3,600 2,400 R3-30 High Density Residential 12.1 - 30.0 1,500 - 4,930 3,500 Mixed Use, Commercial, & Industrial
MU Mixed Use 12.1 - 18.0 1,500 - 4,930 825
AP Airport Park
550 - 1,200
1,000
BP Business Park 1,000
C Commercial 1,000 - 2,800 1,700
ADD Airport Development District
550 - 1,400
1,000
LM Light Manufacturing 1,000
LMCO Light Manufacturing Cannabis Only 1,000
MI Manufacturing / Industrial 400 - 3,300 1,200
Other
OS Open Space
200 - 2,300
2,200
PU Public Utilities 1,000
(1) All Desert Living and Single Family Residential proposed water duty factors were increased by 20 percent to account for future ADUs.
282
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Accessory Dwelling Unit Water Duty Factors
For planning purposes of this report, an estimate has been made assuming each dwelling unit has 5 persons, and half of the residential properties where ADUs are allowed may develop an ADU and each ADU would have 2 persons, which results in a 20 percent population increase.

Therefore, the potential future impact of ADU’s in residential areas is accounted for in two ways; (1) the average number of people per dwelling unit should be increased by 20 percent, from 5.0 to 6.0, but only for those residential land uses with densities up to an including the single-family residential land use types; and (2) the water demand projections in this report were increased by 20 percent for the same residential land uses. It is assumed ADUs are not feasible for medium and high-density land uses.
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City of Adelanto
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Section 4 Existing Water System

4.1 Overview
As of 2022, the City supplies water to over 9,500 potable meters over an approximate 53 squaremile service area. Figure 4-1 provides the location of all current City owned water facilities and the City’s three pressure zones. A schematic of Adelanto’s facilities is detailed in Figure 4-2.

4.2 Sources of Supply
The City has relied on local groundwater which is pumped from the Mojave River Groundwater Basin, also referred to as the Mojave Basin area. The City can also receive emergency water supplies through existing interties with Victorville Water District (VWD) and the Mojave Water Agency (MWA).

The City currently owns twelve potable wells, with six being inactive. Five of the active wells are located in the Mojave Basin with the remaining one residing in Zone 3 in the southern section of the City (Figure 4-1). Table 4-1 provides information on the existing active City wells as of CY 2022 that supply the City’s potable water supply system.

Table 4-1 City of Adelanto Current Well Production (2022) Well Name
Pressure
Zone
Construction
Year
Diameter
(in) HP
Design
Capacity
(gpm)
Current
Production
Rate (gpm)(1)
Well 1G Intermediate 1961 16 60 - 121
Well 3G2 Intermediate 1982 16 75 1,200 156
Well 4G Intermediate 1969 16 75 - 528
Well 8G2 Intermediate 2003 - 100 1,000 460
Well 14A Intermediate 2004 - 200 1,300 384
Well 15 Zone 3 2005 - 75 250 223
Grand Total 1,872
Firm Capacity Total(2) 1,344
(1) Based on the average production rate over the course of CY 2022 (2) Assuming largest well, Well 4G, out of service

4.3 Water Storage Tanks
Water distribution systems rely on stored water to help equalize fluctuations between maximum and average daily supply and demand, to supply water for firefighting, and to meet demands during an emergency or unplanned outage of a major source of supply. The City currently has a total of six storage tanks with a combined nominal storage capacity of 21.75 million gallons (MG) located throughout the service area and outside of the City. Provided in Table 4-2 is a list of existing tanks serving the City.

284
U
U
U
M4
M4 M4
M4
US 395
SR 18
I-15
SR 18

AIR EXPY

EL MIRAGE RD

RANCHO RD

ADELANTO RD

DUNCAN RD

MOJAVE DR

HOLLY RD

LA MESA RD

NATIONAL TRAILS HWY

AMETHYST RD

KOALA RD

HELENDALE RD

BALDY MESA RD

COLUSA RD

BEAR VALLEY RD

BALSAM AVE

CAUGHLIN RD

BUTTEMERE RD

BEAR VALLEY CTF BEAR VALLEY RD

KOALA RD

CAUGHLIN RD
Sources: San Bernardino Co. 2022; ESRI 2023
\\chqpan01.webb.lan\WO4\2023\23-0130\GIS\workingFigures_v2.aprx Map created 04 Mar 2024 CITY OF ADELANTO WATER MODEL 2024
FIGURE 4-1 EXISTING FACILITIES
I
0 3,000 6,000
Feet
LEGEND
U Tanks
Wells
M4 Pumps
Pressure Reducing Valves
Existing Waterlines
6" or Smaller
8"
10"
12"
16"
18"
24"
Pressure Zone
1 2
3 City of Adelanto Boundary
Southern
California
Logistics Airport
George AFB
Zone 3 Tanks
Zone 2 Tanks
PRV
PRV
PRV
PRV
Lower Booster Station
Upper Booster Station
Mojave Basin
Booster Station

0.75 MG
Intermediate Tank
Wells 1G, 3G2,
4G, 14A
Well 15
285
3350
3300
3250
3200
3150
3100
3050
3000
2950
2900
2850
2800
2750
2700
2650

2600
PRV-4
ELEV.
2,900
PRV-3
ELEV.
2,895
PRV-2
ELEV.
2,895
PRV-1
ELEV.
2,895
LEGEND
Tank
Well
Pump
Pressure Reducing Valve (PRV)
Water Treatment Plant (WTP) WTP 1 WELL 1G
ELEV. 2,660
WELL 4
ELEV. 2,700
WELL 5A
ELEV. 2,700

INTERMEDIATE TANK

0.75 MG
ELEV. 2,900 LOWER BOOSTER 1

PUMP STATION

UPPER BOOSTER

PUMP STATION
ZONE 3
(HWL 3343)

SERVICE
ELEVATION:
3,000 – 3,240
ZONE 2
(HWL 3158)

SERVICE
ELEVATION:
2,800 – 3,020
ZONE 3 TANKS
5MG ea. (15MG tot.)
ELEV. 3,304
ZONE 2 TANKS
3MG ea. (6MG tot.)
ELEV. 3,135
WELL 3G2
ELEV. 2,645
WELL 4G
ELEV. 2,645
WELL 8G2
ELEV. 2,645
WELL 14A
ELEV. 2,645
Victorville Water District Intertie
Mojave Water Agency Intertie
WELL 15
ELEV. 3,100
Figure 4-2 City of Adelanto System Schematic
FUTURE
HWY 395
PRV
FUTURE
WTP 2
FUTURE

WELL FIELD
4 ELEV. 2,700
FUTURE
WELLS
FUTURE
ZONE 0
(HWL 3114)

SERVICE
ELEVATION:
2,840 – 3,000
FUTURE
ZONE 0 TANK
XMG
ELEV. 3,090
FUTURE
ZONE 1 TANK(S)
XMG
ELEV. ±2963
FUTURE
ZONE 3 TANK(S)
XMG
ELEV. 3,304
FUTURE
LOWER BOOSTER 2

PUMP STATION
ZONE 1
(HWL 3003)

SERVICE
ELEVATION:
2,740 – 2,900
FUTURE
ZONE 2 TANK(S)
XMG
ELEV. 3,135
FUTURE
PRV-5
ELEV.
2,842
UPPER

BOOSTER
PRV
ELEV. (FEET)
WELL 6

INACTIVE
WELL 7

INACTIVE
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Table 4-2 Existing Reservoirs
Tank Name HWL
(ft)(2)(3)
Diameter
(ft)
Nominal Capacity
(MG)(1)
Floor Elevation
(ft)(2)
Intermediate Tank 2916 63 0.75 2900
Zone 2 Tank (A) 3155 146 3.0 3135
Zone 2 Tank (B) 3155 146 3.0 3135
Zone 3 Tank (A) 3339 146 5.0 3300
Zone 3 Tank (B) 3339 146 5.0 3300
Zone 3 Tank (C) 3339 146 5.0 3300
Total: 21.75
(1) Nominal tank capacity is calculated using the height to tank overflow (2) Floor elevations based on model elevation interpolation, corrected to the North American Vertical Datum of 1988 (3) Values taken from 2008 Adelanto Water Master Plan

4.4 Booster Pump Stations
Adelanto’s system relies on booster pump stations to convey water supply from a low elevation to a higher elevation. The City operates three booster pump stations consisting of 15 total pumps that play a pivotal role in providing water supply to different areas of the City. Details of each booster pump station are summarized in Table 4-3.

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Table 4-3 Existing Booster Stations
Pump
Suction
Pressure
Zone
Discharge
Pressure
Zone
Install
Year
GIS
Elevation
(ft)
Horse
Power
Flow
(gpm)(1)
1200 Booster-1
Mojave
Basin Wells Intermediate
-
2,665
125 1,700
1200 Booster-2 2002 150 1,400
1200 Booster-3 - 125 1,420
1200 Booster-4 - 400 1,490
1200 Booster-5 - 400 750
Lower Booster-1
Intermediate Zone 2
1986
2,900
75 -
Lower Booster-2 1986 75 865
Lower Booster-3 1986 75 740
Lower Booster-4 1991 200 -
Lower Booster-5 1991 200 1,915
Lower Booster-6 1991 200 -
Lower Booster-7 2002 200 -
Upper Booster-1
Zone 2 Zone 3
1991
3,135
150 1,750
Upper Booster-2 1991 150 1,650
Upper Booster-3 1991 150 1,750
Total Online Pumping Availability: 15,430
(1) Flow rates obtained from PERC Water Corporation (02/23/2024).

4.5 Water Transmission and Distribution Pipelines
The City’s existing water distribution system consists of approximately 153 miles of distribution and transmission waterlines ranging in diameter from 6 to 24-inches. Transmission pipelines are generally defined as having a diameter greater than 12-inches. The vast majority of the City’s watermains consist of 6-inch and 8-inch diameter pipelines making up nearly 70 percent of the total length of pipelines.

4.6 Interties
The City has two interties with neighboring water agencies, Victorville Water District (VWD) and the Mojave Water Agency. Both interties are located near the three 5 MG tanks that provide water to Zone 3. The City has been receiving emergency and supplemental water from VWD since around 2015, and MWA water since 2021. However, future water supply forecasts show that emergency water will be obtained through MWA in place of the VWD intertie1. 1 Based on 2020 Adelanto Urban Water Management Plan
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Section 5 Analysis Criteria

5.1 Evaluation Methodology
This section establishes criteria in which an evaluation of the adequacy of the water system can be measured based upon two types of parameters. The first parameter are those requirements based upon Federal, State and local jurisdictions. Examples include water quality, fire flow requirements, and maximum day and peak hour water demand. The second parameter are those standards based upon the water purveyor responsible for providing service within their boundaries. Examples include sources of supply and storage capacities. The following presents the evaluation methods used as well as actual facility design criteria.

5.2 Analysis Criteria Summary
Provided in the following table (Table 5-1) is a summary of the proposed analysis criteria agreed upon via discussions between WEBB and T.R. Holliman & Associates. Some of the proposed analysis criteria was based on a comparison with the 2008 Adelanto Water Master Plan, the 2021 Victorville Water Master Plan, and a variety of different local agencies and cities, as shown in Appendix A.
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Table 5-1 Adelanto Proposed Design Criteria
Evaluation Condition Adelanto Proposed (2023)
Service Pressure (Minimum)
Static 40 psi to existing, 50 psi to future
Peak Hour Demand (PHD) 40 psi to existing, 50 psi to future Maximum Day Demand plus Fire Flow
(MDD+FF)
20 psi
Service Pressure in Retail Areas (Maximum) 135 psi
Pipeline Velocity (Maximum)
Transmission Main (tank replenishment) 6 fps (or 3.5-ft/1000-ft) PHD 8 fps
MDD+FF 15 fps
Hazen-Williams Roughness Constant "C"
(for pipe design) 120
Pipeline Diameter (Minimum)
Distribution 8-inch
Transmission 12-inch
Commercial 12-inch
Pipeline Services on Dead-end (Maximum)
Peak Factors
MDD 2.5 x ADD
PHD 2 x MDD
Pumping Facilities (Minimum) MDD
(with largest pump out of service)
Treated Water Storage Volume (Minimum)
Sum of the following
Operational One MDD x 0.3
Fire Flow One Maximum Fire Flow Volume
Emergency One MDD
Fire Flow
Single Family Residential 1,500 gpm for 2 hours
Multi-Family Residential 3,000 gpm for 2 hours
Light Commercial/Industrial (including schools) 3,000 gpm for 3 hours Heavy Commercial/Industrial 4,000 gpm for 4 hours
290
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Section 6 Water System Model Development
Multiple means were used to evaluate the adequacy of the existing water distribution system to meet existing demand and to size proposed facilities for estimated future demands. Interviews were conducted with City of Adelanto staff to identify concerns with existing facilities and anticipated future problems. A review of previous reports and hydraulic calculations was conducted to help plan future improvements.

6.1 Hydraulic Model Development
Over the past several months, WEBB has put effort into developing a hydraulic model based on the GIS data provided by the City and other sources of data such as land use designations and meter demand data. The GIS data included most waterlines within the distribution system. A meeting was scheduled between WEBB and PERC Water (PERC) to assist in filling in the gaps of missing and incorrect water pipeline data and to provide information on tanks, wells, pumps, valves, and other elements that were not included in the original GIS file.

The decision to model all pipes rather than just the main transmission network was made due to several factors such as it potentially leading to more effort to isolate the larger pipes from the smaller ones than it would be to import all pipes. More importantly, modeling of the smaller pipes ensures a higher accuracy of the model due to having the additional looping created by the smaller pipelines intertwined with the larger transmission network. It should be noted that the diameters, material, and year of installation for the smaller diameter pipes were not provided in the GIS database provided by the City. PERC Water assisted WEBB in providing their best guess as to the diameter of these waterlines, but additional effort (under a separate contract) will be needed in the future to verify pipe diameters using other GIS shape files the City may have on file.

6.1.1 Elevations
Each model node requires an elevation as a model input. Elevations were applied using a raster digital elevation model (DEM), a computer graphic representation of elevation data to represent terrain or topographic surface of the Earth. A raster data set was downloaded off the USGS website archive1, providing a surface layer to apply to points of interest in the model. To ensure the accuracy of these elevations, they were compared to those provided in the 2008 Adelanto Water Master Plan and through field testing with a GPS unit at major facilities such as the tanks and pressure reducing valves. Differences in elevation were shown to be negligible and within the margin of error for expected model results.

6.1.2 Demand Allocation
Spatial analysis’ were performed on the District’s database to help populate existing demand junctions throughout the model. Over 9,500 records of customer meter account billing data were organized, georeferenced, and analyzed. This meter data was then joined to the nearest demand model junctions as shown in the below screen capture (Figure 6-1). 1Elevations from raster image downloaded at USGS.com on 8/3/23 file name: USGS_13_n35w118_20221019 291
City of Adelanto
2024 Water Model

Figure 6-1 Demand Allocating Meter to Closest Junction
Existing
Demands used to model the existing system were based on the 2022 meter readings. An average of the totalized 2022 monthly readings was converted into an average gallon per minute flow rate and distributed to the demand model junctions based on the meter geographic location to obtain a reasonably accurate distribution of the demand. Several meters provided in the database were identified as landscape or hydrant meters. To be conservative, these demands were summed up and added near the Lower Booster Station.

A summary of the existing total water demands by pressure zone is provided in the following figure.
292
City of Adelanto
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Figure 6-2 Existing Water Demand Estimate by Pressure Zone Ultimate
Ultimate ADD’s will be based on the proposed land use duty factors described in Section 3. All developable parcels within the service area were assigned a land use type and specifically linked to the nearest model demand junction using ArcGIS Pro tools and loaded into the model using InfoWater Pro. These ultimate ADD’s will be peaked by the appropriate peaking factors provided in Table 5-1 in Section 5.

A summary of the ultimate total water demands by pressure zone is provided in the following figure.
590
1,475
2,950
400
1,000
2,000
1,300
3,250
6,500
2,290
5,725
11,450
0 2,000
4,000
6,000
8,000
10,000
12,000
14,000

ADD MDD PHD
Demand (gpm)
Pressure Zone 1 Pressure Zone 2 Pressure Zone 3 Total
293
City of Adelanto
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Figure 6-3 Ultimate Water Demand Estimate by Pressure Zone

6.1.3 Model Calibration
To help with model calibration, field fire flow tests were conducted on October 4, 2023 with the help of Backflow Brothers. A total of seven tests were conducted, with at least two tests in every pressure zone. Test results are provided in Appendix B. Fire flow tests were conducted with the pump stations and Well 15 off to limit the existing reservoirs as the only supply sources. Tank water levels at the Upper Booster Station were at 17.6 ft and the 5 MG tanks were at 29 ft during the fire flow test. System demands were assumed to be around the average day demand.

To calibrate the model, each field fire flow test was simulated in the hydraulic model and adjustments to Hazen-Williams “C” factors were made to the existing pipe diameters until results roughly matched the field data. Typically, a ±5 psi deferential is considered accurate enough for master planning purposes. Provided in Appendix C is a copy of the Calibration Results.

Pressures from the field test and model results are within an acceptable range for Pressure Zones 2 and 3. However, further calibration of Zone 1 will be needed once the smaller pipe diameters can be verified. Water is supplied to Zone 1 through multiple PRV’s which were set in accordance to the direction provided by Operations staff. The PRV on Racoon Avenue is scheduled for replacement in the coming months and may not be operating at the control setting intended. The PRV on the 16-inch diameter waterline in Verbena Road is not operational at the moment and was closed for the analysis. Further calibration of Zone 1 is considered to be outside of the scope of work for this project as the majority of the Zone is comprised of waterlines smaller than 12-inch diameter.
1,500 3,750 7,500
6,500
16,250
32,500
9,600
24,000
48,000
6,900
17,250
34,500
24,500
61,250
122,500
0 20,000
40,000
60,000
80,000
100,000
120,000
140,000

ADD MDD PHD
Demand (gpm)
Pressure Zone 0 Pressure Zone 1 Pressure Zone 2 Pressure Zone 3 Total 294
City of Adelanto
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Section 7 Hydraulic Analysis Results

7.1 Existing System Analysis
With the model of the existing system calibrated, a review of the system pressures and pipe velocities was conducted. During the average day demand (ADD) scenario, high pressures were observed at the northern end of Pressure Zone 3 (see Figure D-1 in Appendix D). It is recommended that any future connections within this portion of Zone 3 be installed with privately owned and maintained pressure regulators and a high-pressure notice be recorded on the property’s title so all future owners are aware when the property changes ownership.

The maximum day demand (MDD) scenario yielded similar results to the ADD with reported high pressures on the northeast Pressure Zone 3 boundary just south of Holly Road. Pressures appear to drop in areas within Pressure Zone 1 north of Air Expressway between Adelanto Road and Racoon Avenue, ranging between 20 and 50 psi (see Figure D-2).

During the peak hour demand (PHD) scenario, low pressure nodes were observed in the same Pressure Zone 1 reach as the MDD. High pressure nodes were experienced again on the northeast corner of Pressure Zone 3. As depicted on Figure D-3, high pipeline velocities, up to

8.8 ft/s, are anticipated during PHD on the eastern side of Pressure Zone 2 in Adelanto Rd.

Fire flow demands were assigned to model demand junctions based on the land use assigned to the junction with the highest fire flow demand requirement. Model demand junctions were tested in the model by simulating fire flow demands, independently at each junction, to determine the “design” fire flow. This design fire flow is an approximate maximum available fire flow while maintaining minimum pressure and maximum velocity constraints. Areas with potential fire flow deficiencies for new construction were identified in Figure D-7 within Appendix D. It should be noted that these areas may only be potential problem areas for new developments based on the assumed fire flows for the assigned land use type. The fire flow requirement is not known for each undeveloped parcel until conditions of approval are established by the Fire Marshal on a case-by-case basis. Existing structures likely have adequate available fire flow for the fire flow requirement determined at the time of construction. The highest fire flow demand analyzed in the master plan was 4,000 gpm for 4 hours @ 20 psi for heavy commercial/industrial land use types.

It should be noted that if future large warehouse type developments are proposed, then they may have fire flows as high as 4,000 gpm and offsite waterlines should be reanalyzed for upsizing opportunities. Fire flow criteria for these projects should be confirmed with the City’s Fire Marshal on a project-to-project basis.

Potential fire flow deficient areas within the City were mostly near Hwy 395 and Airway Express Boulevard. This area contains a high density of 6-inch diameter waterlines which will eventually be replaced with 8-inch diameter waterlines. Larger deficiencies are noted surrounding Adelanto Road, south of Air Express Boulevard. This is due to the high fire flow demand within the area that is zoned industrial. Remaining areas of low concern are at small diameter dead end piping. 295
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7.2 Ultimate System Analysis
Currently, the City of Adelanto is at about 10 percent of its ultimate buildout potential pending no changes to the existing land use plan. Significant improvements to the water distribution system are needed to meet the ultimate demands. These improvements were modeled and analyzed.

Results of the ultimate system hydraulic analysis are shown on Figure 7-1. Velocity and pressure concerns have been addressed with the proposed near and long term facilities.

7.3 Near Term Improvements
Near Term Improvements have been identified to address most of the hydraulic deficiencies and concerns identified in the existing system analysis. As shown on Figure 7-2, the following improvements should be considered for near term Capital Improvement Projects (CIP):
• Project ID V-1: Replace the existing 16-inch PRV between Zone 2 and Zone 1 at the intersection of Air Expressway and Verbena Road
• Project ID V-2: Install a new PRV on El Mirage Road and Adelanto Road intersection, adding a new pressure zone break between Zone 1 and Zone 2. • Project ID V-3: Install a new PRV between Zone 2 and 3 near the US-395 Holly Road intersection for fire flow reinforcement in Zone 2
• Additional water supply at existing well field to reduce and/or eliminate dependency on interties to other water purveyors
• Project ID’s W-1 through W-18: Various transmission mains in the east end of Zone 2 as shown on Figure 7-1 to meet the water demands for the large industrial buildings proposed within this area
Table 7-1, below, lists all proposed near term improvements with Project ID’s with reference to Figure 7-2.
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Table 7-1 Proposed Near-Term Improvements
Project
ID Dia. Length Location
Waterlines
W-1 18" 10,700’ In Adelanto Rd between El Mirage Rd and Air Expressway W-2 12" 1,360’ In Auburn Ave between Pearmain St and Adelanto Rd W-3 12" 2,140’ In Barcelona Ave between Jonathan St and Adelanto Rd W-4 12" 7,340’ In Air Base Rd between Adelanto Rd and Phantom St W-5 12" 2,660’ In Adelanto Rd between Air Expressway and Violet Rd W-6 12" 4,040’ In Mesa Linda Rd between Air Expressway and Violet Rd W-7 12" 11,000’ In Adelanto Airport Rd between Air Expressway and Pansy Rd W-8 12" 9,860’
In Rancho Rd/Amethyst Rd between Adelanto Airport Rd and Pansy Rd
W-9 18" 10,610’ In Pansy Rd between Adelanto Rd and Amethyst Rd W-10 12" 1,060’ In Adelanto Rd between Pansy Rd and Holly Rd W-11 24" 5,280’ In Pansy Rd between Bellflower St and Adelanto Rd W-12 48" 9,640’ In Bellflower St between Air Expressway and Pansy Rd W-13 18" 14,030’ In Yucca Rd between Adelanto Rd and Racoon Ave W-14 12" 4,990’ In Verbena Rd between Air Expressway and Rancho Rd W-15 36" 2,680’ In Racoon Ave between Air Base Rd and Yucca Rd W-16 12" 3,620’
In Koala Rd between Rancho Rd/Industrial Way and in Industrial Way between Koala Rd/Racoon Ave
W-17 48" 7,990’ In Pansy Rd between Racoon Ave and Bellflower St W-18 12" 3,350’ In Daisy Rd and Holly Rd between Pansy Rd and Racoon Ave Valves/Wells
V-1 16” -
Between Zone 2 and Zone 1 at the intersection of El Mirage Road and Adelanto Road
V-2 TBD -
Between proposed Zone 2 and Zone 1 at the intersection of Air Expressway and Verbena Road
V-3 TBD - Between Zone 2 and 3 near the US-395 Holly Road intersection WE-1 - - Existing well field
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7.4 Long Term Improvements
To meet the ultimate condition estimated demands, significant improvements/upgrades will be needed to the distribution system in the long term. These improvements are shown on Figure 7- 1 and in general include the following:
• Additional water storage on the west end of the City for each pressure zone • A new pressure zone for the higher elevation lots proposed at the northwest corner of the City
• New well field and water treatment plant at the northeast end of the City as well as an upgrade to the existing well field and treatment plant
• Various large diameter transmission mains to convey water from the supply source to the storage tanks

7.5 Recommendations
Further detailed analysis will be needed in the future to determine the potential water supply sources. Depending on where future supply comes from, some of the proposed transmission main diameters may be able to reduce in size. A preliminary design report with detailed hydraulic modeling should be conducted prior to any of the proposed improvements outlined in this study being designed and implemented.

Continued effort to refine the hydraulic model prepared for this study should be conducted in the future by a qualified engineer with experience in working with the program. Waterline diameters should be verified as the provided shapefiles have conflicting information. Pump curves and control settings will be needed to prepare a model that can run extended period simulations which is needed for future detailed analysis including water quality and age analysis.

Prior to the City approving the plans for a major development, it is recommended that a hydraulic analysis be conducted with the use of this model to determine what off-site improvements are needed. Although field fire flow tests provide useful information, they do not always provide the full picture that a model can assist with. WEBB has been trusted by multiple water purveyors to provide such services and has the years of experience to provide the level of detail these designs require.

298
U
U
U
U
U
U
U
M4M4
M4
M4 M4
M4
M4
12''
12''
48''
12''
12''
12''
48"
24''
18''
48"
12''
18''
36''
12''
12''
36''
18''
12''
12''
8''
18''
18''
8''
12''
12''
12''
18''
18''
36"
12''
18''
24''
12''
18''
12''
18''
18''
12''
18''
36''
12''
12''
12''
12''
12''
18''
24''
18''
24'' 36''
36''
12''
18''
48''
36'' 48'' 18''
36''
24" 24"
18''
24" 18''
18''
36"
12'' 18''
12''
12'' 24'' 24'' 12''
48" 48"
36" 36" 48"
12''
36'' 36''
36''
12''
16''
16''
18''
24" 24"
Sources: City of Adelanto 2022; ESRI 2023
H:\2023\23-0130\GIS\Facilities Map.aprx Map created 21 Feb 2024 FIGURE 7-1 PROPOSED FACILITIES
I
0 3,000 6,000
Feet
LEGEND
Tanks
U Existing
U Proposed Long-Term
Wells
Existing
Proposed Long-Term
Pumps
M4 Existing
M4 Proposed Long-Term
Valves
Existing
Proposed Near-Term
Proposed Long-Term
Waterlines
Existing
Proposed Near-Term
Proposed Long-Term
Prop. Pressure Zones
Zone 0
Zone 1
Zone 2
Zone 3
Adelanto City Boundary
CITY OF ADELANTO WATER MODEL 2024
Lower Booster Station
PRV
Wells 1G, 3G2,
4G, 14A
Mojave Basin
Booster Station
Well 15
Zone 3 Tanks
Zone 2 Tanks
Upper Booster Station

0.75 MG
Intermediate Tank
PRV
Exist. PRV
To Be Replaced
PRV
Prop. Zone 0
Tank(s)
Prop. Zone 1
Tank(s)
Prop. Zone 0
Booster Station
Prop. Well Field
Prop. Zone 2
Tank(s)
Prop. Zone 3
Tank(s)
299
U
M4M4
M4 M4
M4
12''
12''
48" 48"
12''
18''
12''
36''
18''
12''
12''
12''
12''
18''
12''
12''
12''
48" 48" 24''
12''
Sources: City of Adelanto 2022; ESRI 2023
H:\2023\23-0130\GIS\Facilities Map.aprx Map created 21 Feb 2024 CITY OF ADELANTO WATER MODEL 2024
FIGURE 7-2 PROPOSED NEAR-TERM FACILITIES
I
0 1,500 3,000
Feet
LEGEND
Existing Wells
M4 Existing Pump Stations
U Existing Tanks
Valves
Existing
Proposed Near-Term
Waterlines
Existing
Proposed Near-Term
Pressure Zone
Zone 1
Zone 2
Zone 3
Adelanto City Boundary
Lower Booster Station
Wells 1G, 3G2,
4G, 14A
Mojave Basin
Booster Station

0.75 MG
Intermediate Tank
Exist. PRV
To Be Replaced
W-1
W-2
W-3
W-34
W-5 W-6
W-67
W-8
W-11
W-10 W-9
W-12
W-13
W-14
W-15
W-16 W-17
W-18
V-1
V-2
V-3
300
Appendix A
Design Criteria
Comparison
Instructions: Insert Appendix caption below with title then cover this text with white box located below caption.

Appendix A Design Criteria Comparison

301
Evaluation Condition Adelanto Proposed (2023) Adelanto (2008 WMP) Victorville (2021) Other Agencies* Service Pressure (Minimum)
Static 40 psi to existing, 50 psi to future 40 psi 40 - 50 psi Peak Hour Demand (PHD) 40 psi to existing, 50 psi to future 40 psi 40 - 50 psi Maximum Day Demand plus Fire Flow (MDD+FF) 20 psi 20 psi 20 psi 20 psi Service Pressure in Retail Areas (Maximum) 135 psi 120 psi 110 - 150 psi Pipeline Velocity (Maximum)
Transmission Main (tank replenishment) 6 fps (or 3.5-ft/1000-ft) 6 fps or 3 - 3.5 ft/1000 ft or 20 cfs PHD 8 fps 7.5 fps 5 - 10 fps
MDD+FF 15 fps 7.5 fps 5 - 15 fps
Hazen-Williams Roughness Constant "C" 120 130 for PVC and 120 CML 120 (or 130 for PVC & 120 CML) Pipeline Diameter (Minimum)
Distribution 8-inch 6-8-inch 8-inch 8-inch
Transmission 12-inch 12-inch
Commercial 12-inch 12-inch
Pipeline Services on Dead-end (Maximum) 25 units
Peak Factors
MDD 2.5 x ADD 2.5 x ADD 2 x ADD 1.6 - 2.3 x ADD
PHD 2 x MDD 3 x ADD (1.5x MDD) 1.25 - 2 x MDD
Pumping Facilities (Minimum) MDD
(with largest pump out of service)
MDD
(with largest pump out of service)
or greater of MDD+FF or PHD
Treated Water Storage Volume (Minimum)
Sum of the following
Operational One MDD x 0.3 One MDD x 0.3 One MDD x 0.25 - 0.3 Fire Flow One Maximum Fire Flow Volume One Maximum Fire Flow Volume One Maximum Fire Flow Volume Emergency One MDD One MDD One MDD x 0.25 - 1.0
Fire Flow
Single Family Residential 1,500 gpm for 2 hours 1,250 gpm for 2 hours 1,000 - 1,500 gpm for 2 hours Multi-Family Residential 3,000 gpm for 2 hours 1,500 gpm for 2 hours 2,000 - 3,000 gpm for 2-4 hours Light Commercial/Industrial (including schools) 3,000 gpm for 3 hours 2,500 gpm for 2 hours 1,500 - 3,000 gpm for 3 - 4 hours Heavy Commercial/Industrial 4,000 gpm for 4 hours 3,000 gpm for 2 hours 3,000 - 7,000 gpm for 4 hours * Other agencies include Eastern Municipal Water District (EMWD), Western Municipal Water District (WMWD),City of Imperial, Jurupa Community Services District (JCSD), and other similar agencies not listed. 302
Appendix B
Field Fire Flow Test Results
Instructions: Insert Appendix caption below with title then cover this text with white box located below caption.

Appendix B Field Fire Flow Test Results
303
Field Fire Flow Location #1
Flow (gpm) Pressure (psi)
920 30 psi
530 20 psi
520 5 psi
Observation Hydrant
Static 48 psi
Residual 46 psi
Field Fire Flow Location #2
Flow (gpm) Pressure (psi)
920 gpm
Observation Hydrant
Static 54 psi
Residual 37 psi
Observation Hydrant
Pressure stayed constant
at 40 psi for all test flows
Field Fire Flow Location #3
Flow (gpm) Pressure (psi)
1040 gpm
Observation Hydrant
Static 48 psi
Residual 46 psi
Field Fire Flow Location #4
Flow (gpm) Pressure (psi)
1130 gpm
Observation Hydrant
Static 92 psi
Residual 53 psi
Field Fire Flow Location #5
Flow (gpm) Pressure (psi)
Pump Off 1455 gpm
Pump On 1550 gpm
Observation Hydrant
Static Pump Off 105 psi
Residual Pump Off 96 psi
Static Pump On 110 psi
Residual Pump On 102 psi Field Fire Flow Location #6
Flow (gpm) Pressure (psi)
1635 gpm
Observation Hydrant
Static 144 psi
Residual 112 psi
Field Fire Flow Location #7
Flow (gpm) Pressure (psi)
1220 gpm
Observation Hydrant
Static 68 psi
Residual 58 psi
Test # Time of Day
1 9:00am
2 10:00am
3 1:00 pm
4 11:30am
5 10:54am
6 12:20am
7 1:40pm Elevation = Elevation = Elevation =Elevation = Elevation = Elevation = Elevation = Elevation =
Level = 29ft
Elevation =
Level = 17.6 ft Elev = Elev = Elev =
12" waterlines to be
added to the model
8" to be added
to the model
12" waterlines to be
added to the model
Update Pressure
Zone Boundary
to Zone 2
Note: Pump stations and Well 15 were turned off
for all tests except for Location 5 for one flow
test.shown in green. Used a 2.5 inch flow device.

Closed Valve
Flow gauge
readings
B-1
CITY OF ADELANTO WATER MODEL 2024

FIELD FIRE FLOW

TEST RESULTS
304
305
306
307
308
309
310
311
312
Appendix C
Model Calibration Results
Instructions: Insert Appendix caption below with title then cover this text with white box located below caption.

Appendix C Model Calibration Results
313
Appendix C
H:\2023\23-0130\Reports\Tech Memo Report\Appendix B - Calibration Results.docx

314
Appendix C
H:\2023\23-0130\Reports\Tech Memo Report\Appendix B - Calibration Results.docx

315
Appendix C
H:\2023\23-0130\Reports\Tech Memo Report\Appendix B - Calibration Results.docx

316
Appendix C
H:\2023\23-0130\Reports\Tech Memo Report\Appendix B - Calibration Results.docx 317
Appendix D
Model Analysis Results
Instructions: Insert Appendix caption below with title then cover this text with white box located below caption.

Appendix D Model Analysis Results
318
M4
M4
U
U
Sources: City of Adelanto 2023
Model: 23-130_Adelanto_MP_V4
H:\2023\23-0130\GIS\Model Results.aprx Map created 07 Jan 2024 CITY OF ADELANTO 2023 WATER MASTER PLAN
FIGURE D-1 EXISTING AVG DAY

DEMAND RESULTS
I
0 1,500 3,000
Feet
LEGEND
Pressure (psi)
< 20 psi
40 - 50
50- 80
80- 135
> 135 psi
Velocity (ft/s)
less than 7.5 ft/s

7.5 ~ 10 ft/s
greater than 10 ft/s
U Tanks
M4 Pump Stations
City of Adelanto Boundary
Pressure Zone
1 2
3 High Pressure Area
CITY OF ADELANTO WATER MODEL 2024
319
M4
M4
U
U
Sources: City of Adelanto 2023
Model: 23-130_Adelanto_MP_V4
H:\2023\23-0130\GIS\Model Results.aprx Map created 07 Jan 2024 CITY OF ADELANTO 2023 WATER MASTER PLAN
FIGURE D-2 EXISTING MAX DAY

DEMAND RESULTS
I
0 1,500 3,000
Feet
LEGEND
Pressure (psi)
< 20 psi
20- 40
40 - 50
50- 80
80- 135
> 135 psi
Velocity (ft/s)
less than 7.5 ft/s

7.5 ~ 10 ft/s
greater than 10 ft/s
U Tanks
M4 Pump Stations
City of Adelanto Boundary
Pressure Zone
1 2
3 CITY OF ADELANTO WATER MODEL 2024
320
M4
M4
U
U
Sources: City of Adelanto 2023
Model: 23-130_Adelanto_MP_V4
H:\2023\23-0130\GIS\Model Results.aprx Map created 07 Jan 2024 CITY OF ADELANTO 2023 WATER MASTER PLAN
FIGURE D-3 EXISTING PEAK HOUR

DEMAND RESULTS
I
0 1,500 3,000
Feet
LEGEND
Pressure (psi)
< 20 psi
20- 40
40 - 50
50- 80
80- 135
> 135 psi
Velocity (ft/s)
less than 7.5 ft/s

7.5 ~ 10 ft/s
greater than 10 ft/s
U Tanks
M4 Pump Stations
City of Adelanto Boundary
Pressure Zone
1 2
3 CITY OF ADELANTO WATER MODEL 2024
321
M4
M4
M4
U
U
U
U
U
U
Sources: City of Adelanto 2023
Model: 23-130_Adelanto_MP_V4
H:\2023\23-0130\GIS\Model Results.aprx Map created 08 Jan 2024 CITY OF ADELANTO 2023 WATER MASTER PLAN
FIGURE D-4 ULTIMATE AVG DAY

DEMAND RESULTS
I
0 2,500 5,000
Feet
LEGEND
Pressure (psi)
< 20 psi
20- 40
40 - 50
50- 80
80- 135
> 135 psi
Velocity (ft/s)
less than 7.5 ft/s

7.5 ~ 10 ft/s
greater than 10 ft/s
City of Adelanto Boundary
M4 Pump Stations
U Tanks
Pressure Zone
Zone 0
Zone 1
Zone 2
Zone 3
CITY OF ADELANTO WATER MODEL 2024
322
M4
M4
M4
U
U
U
U
U
U
Sources: City of Adelanto 2023
Model: 23-130_Adelanto_MP_V4
H:\2023\23-0130\GIS\Model Results.aprx Map created 08 Jan 2024 CITY OF ADELANTO 2023 WATER MASTER PLAN
FIGURE D-5 ULTIMATE MIN HOUR

DEMAND RESULTS
I
0 2,500 5,000
Feet
LEGEND
Pressure (psi)
< 20 psi
20- 40
40 - 50
50- 80
80- 135
> 135 psi
Velocity (ft/s)
less than 7.5 ft/s

7.5 ~ 10 ft/s
greater than 10 ft/s
City of Adelanto Boundary
M4 Pump Stations
U Tanks
Pressure Zone
Zone 0
Zone 1
Zone 2
Zone 3
CITY OF ADELANTO WATER MODEL 2024
323
M4
M4
M4
U
U
U
U
U
U
Sources: City of Adelanto 2023
Model: 23-130_Adelanto_MP_V4
H:\2023\23-0130\GIS\Model Results.aprx Map created 08 Jan 2024 CITY OF ADELANTO 2023 WATER MASTER PLAN
FIGURE D-6 ULTIMATE PEAK HOUR

DEMAND RESULTS
I
0 2,500 5,000
Feet
LEGEND
Pressure (psi)
< 20 psi
20- 40
40 - 50
50- 80
80- 135
> 135 psi
Velocity (ft/s)
less than 7.5 ft/s

7.5 ~ 10 ft/s
greater than 10 ft/s
U Tanks
M4 Pump Stations
City of Adelanto Boundary
Pressure Zone
Zone 0
Zone 1
Zone 2
Zone 3
PRV Open
Setting: 40 psi
Flow: 4,150 gpm
CITY OF ADELANTO WATER MODEL 2024
324
El Mirage Rd
La Paz Ave
El Mirage Rd
2944 ft
amberlaine Way
Kemper Ave
Yucca Rd Yucca Rd
Aztec Ln Aztec Ln
Air Base Rd
Rhode Island St
Racoon Ave
Aster Rd
Aster Rd
Juniper St
Cortez Ave
Lawson Ave
Lawson Ave
Vintage Rd
Badger Ave Badger Ave
Apache Rd
Violet Rd
Verbena Rd
Lilac Rd
Otter Ave
Muskrat Ave
Panther Ave
Koodoo Rd
Chamberlaine Way
Aster Rd
Koala Rd
Air Expy
3057 ft
3058 ft
Racoon Ave
Mojave Dr
Joshua Rd
Rancho Rd
Aster Rd
Cassia Rd
Cassia Rd
Cactus Rd
Cactus Rd
Lupin Rd
Daisy Rd
Pansy Rd
Koala Rd
Verbena Rd
Joshua St
Primrose Rd Powerline Rd Powerline Rd
Powerline Rd
Panther Ave
Mojave Dr
Rancho Rd
3169 ft
3186 ft
Palmdale Rd
Seneca Rd
Daisy Rd
Villa St
Verbena Rd
Verbena Rd
Victor St
Mimosa Rd
La Paz St
La Paz St
Cabrillo St
Koala Rd
Zenda St
Hacienda Rd
Nicoles Way
Aster Rd
Jonathan St
2940 ft
2860 ft 2865 ft
US
Highway
395
Violet Rd Violet Rd
Jonathan St
Gateway
Dr
Bartlett Ave
Cholla Ave
Auburn Ave
Adelanto Rd
Vintage Rd
Chamberlaine Way
Mesa Linda Rd
Yucca Rd Yucca Rd
Adelanto Airport Rd
Aztec Ln
Lee Ave
Joshua Ave
Hibiscus Rd
Bartlett Ave
Adelanto Rd
Air Expy Air Base Rd
Southern
California
Logistics Airport
Adelanto
3028 ft
Pearmain St
Bellflower St
Jonathan St
Lupin Rd
Powerline Rd
Rancho Rd
Holly Rd
Versaille St
Fremontia Rd
Cassia Rd
El Dorado St
Lilac Rd
Star St
Mesa Linda Ave
Poppy Rd
Pansy Rd
Spring St
Caliente Rd
Topaz Rd
Mojave Dr Mojave Dr
Rancho Rd
Adelanto Rd
Palmdale Rd Palmdale Rd
Villa St
Hook Blvd
Bellflower St
Seneca Rd
Victor St
Emerald Rd
Lilac Rd
Mesa View Dr
Topaz Rd
Begonia Rd
Vincent Dr
Pearmain St
Cornell St
La Paz St
Zenda St
Bonanza Rd
E Perimeter Rd
2925 ft
2863 ft
Phantom
St
Nevada St
George Blvd
George Blvd
Innovation
Cobalt Rd
A el rt Rd
Aerospace
Air Expressway Blvd
2967 ft
Diamond Rd
Rancho Rd
Cobalt Rd
Cobalt Rd
A
methyst R
Pansy Rd d
Agate
Rd
Hook Blvd
A
methyst Rd
Cobalt Rd
Reno Loop R d W
Diamond Rd
Brucite Rd
Sources: City of Adelanto 2023
Model: 23-130_Adelanto_MP_V4
H:\2023\23-0130\GIS\Model Results.aprx Map created 07 Jan 2024 CITY OF ADELANTO 2023 WATER MASTER PLAN
FIGURE D-7 FIRE FLOW

REINFORCEMENT AREAS
I
0 1,500 3,000
Feet
LEGEND
Potential Fire Flow Deficiency for
New Construction (gpm)
< 200
201 ~ 500
501 ~ 1,000
1,001 ~ 2,000
> 2,000
Existing Waterlines
6"
8"~10"
12" or Larger
City of Adelanto Boundary
Land Use
MI
MU
R-S5
C
LM
PU
R3-30
DL 5
DL2.5
OS
R-M12
R1
R3-8
ADD
BP
R-S1
CITY OF ADELANTO WATER MODEL 2024
325

CITY COUNCIL AGENDA REPORT
A D E L A N T O G O V E R N M E N T A L C E N T E R | 1 1 6 0 0 A I R E X P R E S S W A Y | A D E L A N T O , C A L I F O R N I A 9 2 3 0 1
DATE: September 11, 2024
TO: Honorable Mayor and City Council Members
FROM: Jessie Flores, City Manager
BY: Richard Burgess, Engineering Services Manager
SUBJECT: AWARD CONSTRUCTION CONTRACT FOR BELLFLOWER STREET REHABILITATION PROJECT TO VANCE CORPORATION.

STAFF RECOMMENDATION:

Staff recommends City Council approve an award of construction contract agreement with Vance Corporation, in the amount of $544,100.03, to provide construction of Bellflower Street Paving, authorizing project construction contingency in the amount at 5% for the construction, authorizing City Manager or designee to expend the contingency fund, if necessary to complete the project, and determine the project is categorically exempt from further environmental review in accordance with Section 15301 of the state guidelines implementing the California Environmental Quality Act.

BACKGROUND:

Bellflower Street between Air Express Way and Chamberlaine Way (Attachment ‘E’) requires a Grind and Overlay to provide safe and efficient travel path for the residents. Plans and specifications were produced by Engineering Department staff.

Notice of Inviting Bids went out on July 16, 2024. The City Clerk’s office received and opened nine (6) bids on August 20, 2024, at 3pm which are summarized on Attachment ‘A’ and analyzed in Attachment ‘B’.

Bids were reviewed to determine if all were responsive to submittal requirements. Staff recommends award of contract for the base bid to the lowest responsive bidder, Vance Corporation for $544,100.03 to complete the project with 5% contingency spending.

FISCAL IMPACT:

There will be no impact on the General Fund of the City. This project will be paid by using Rehabilitation Funds (SB-1) cost of $544,100.03.

ATTACHMENTS:

A. City Clerk’s Bid Register
B. Bid Analysis
C. Bid Proposal
D. Construction Contract
E. Location Map
326
City of Adelanto
Bid Register
I. Name of Project: BELLFLOWER STREET REHABILITATION PROJECT, PROJECT NO. CIP 2024-06.

Bid Opening Date: August 20, 2024 Time: 3:00 P.M.

Bid No. Company Schedule A Schedule B Total Cost
1 Hardy & Harper Inc. 617,240.00 617,240.00
2 Calmex Engineering Inc. 725,641.90 725,641.90
3 Onyx Paving Company Inc. 544,242.00 544,242.00
4 Vance Corporation 544,100.03 544,100.03
5 All American Asphalt 849,028.75 849,028.75
6 S. Christensen Engineering Inc. 696,719.00 696,719.00 7 8
9 10
11 12
13 14
15 Number of Bids Filed By Opening Time: Bids Received By: Richard Burgess Title: Engineering Services Manager
Witness: Virginia Velis Title: Executive Asst.
327
BASE BID ITEMS (ITEM 1 THRU 10)

KOALA ROAD PAVING
CIP 2022-02
ITEM NO. BID ITEM DESCRIPTION ESTIMATED

QUANTITY UNIT UNIT PRICE TOTAL UNIT PRICE TOTAL UNIT PRICE TOTAL UNIT PRICE TOTAL UNIT PRICE TOTAL 1 Mobilization/ Demobilization (Not to exceed 3% of total of all other prime contract Bid Items) 1 LS $15,600.00 $15,600.00 $7,000.00 $7,000.00 $13,200.00 $13,200.00 $21,180.00 $21,180.00 $20,912.00 $20,912.00 2 Provide Traffic Control and Safety 1 LS $40,315.39 $40,315.39 $66,079.20 $66,079.20 $65,355.16 $65,355.16 $83,980.00 $83,980.00 $121,500.00 $121,500.00 3 Cold Mill Existing Asphalt Concrete (AC) Pavement (2” depth) 224,426 SF $0.21 $47,129.46 $0.30 $67,327.80 $0.34 $76,304.84 $0.48 $107,724.48 $0.65 $145,876.90 4 Construct 2" - Thick AC Pavement 2,765 Ton $125.34 $346,565.10 $119.00 $329,035.00 $132.00 $364,980.00 $142.06 $392,795.90 $118.00 $326,270.00 5 Construct Redwood Header (Removed) N/A N/A $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 6 Adjust Existing Water Valve Cans and Covers to Finished Grade 5 EA $5,244.00 $26,220.00 $3,000.00 $15,000.00 $3,500.00 $17,500.00 $1,629.60 $8,148.00 $5,220.00 $26,100.00 7 Grade Shoulder to Match New Edge of Pavement Finished Grade 18 EA $120.56 $2,170.08 $200.00 $3,600.00 $900.00 $16,200.00 $450.00 $8,100.00 $615.00 $11,070.00 8 Install Traffic Striping, Markings, Curb Painting, and Signs 1 LS $45,550.00 $45,550.00 $41,000.00 $41,000.00 $41,000.00 $41,000.00 $52,650.00 $52,650.00 $48,751.00 $48,751.00 9 Install Public Improvement Project Signs 2 EA $2,175.00 $4,350.00 $3,600.00 $7,200.00 $2,300.00 $4,600.00 $3,000.00 $6,000.00 $1,920.00 $3,840.00 10 Provide Erosion Control and BMPs 1 LS $5,500.00 $5,500.00 $8,000.00 $8,000.00 $8,000.00 $8,000.00 $8,658.00 $8,658.00 $11,475.00 $11,475.00 11 Provide Construction Survey, Staking, Re-establish Survey Monuments and Centerline Ties 1 LS $10,700.00 $10,700.00 $10,000.00 $10,000.00 $10,100.00 $10,100.00 $7,483.00 $7,483.00 $9,965.00 $9,965.00 TOTAL BASE BID 1 $544,100.03 $554,242.00 $617,240.00 $696,719.38 $725,759.90 BASE BID ITEMS (ITEM 1 THRU 10)

KOALA ROAD PAVING
CIP 2022-02
ITEM NO. BID ITEM DESCRIPTION ESTIMATED

QUANTITY UNIT UNIT PRICE TOTAL
1 Mobilization/ Demobilization (Not to exceed 3% of total of all other prime contract Bid Items) 1 LS $29,460.00 $29,460.00 2 Provide Traffic Control and Safety 1 LS $133,840.01 $133,840.01 3 Cold Mill Existing Asphalt Concrete (AC) Pavement (2” depth) 224,426 SF $0.74 $166,075.24
4 Construct 2" - Thick AC Pavement 2,765 TON $145.75 $402,998.75 5 Construct Redwood Header (Removed) N/A N/A $0.00 $0.00 6 Adjust Existing Water Valve Cans and Covers to Finished Grade 5 EA $1,959.50 $9,797.50
7 Grade Shoulder to Match New Edge of Pavement Finished Grade 18 EA $1,152.50 $20,745.00
8 Install Traffic Striping, Markings, Curb Painting, and Signs 1 LS $45,526.25 $45,526.25 9 Install Public Improvement Project Signs 2 EA $3,271.00 $6,542.00 10 Provide Erosion Control and BMPs 1 LS $23,267.50 $23,267.50 11 Provide Construction Survey, Staking, Re-establish Survey Monuments and Centerline Ties 1 LS $10,776.50 $10,776.50 TOTAL BASE BID $849,028.75 $0.00 $0.00 $0.00
6TH LOW
All American Asphalt
5TH LOW
Calmex Engineering Inc.

Bellflower Street Rehabilitation Project CIP 2024-06
BID OPENING: 3:00 P.M., August 20, 2024

LOWEST BIDDER

VANCE CORPORATION
2ND LOW
Onyx Paving Company Inc.
3RD LOW BIDDER
Hardy & Harper, Inc
4TH LOW BIDDER
S.Christensen Engineering Inc.
328
** Incomplete bid and missing bid item
329
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331
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333
334
335
336
337
338
339
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Bellflower Street Rehabilitation Project
`
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