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HomeMy WebLinkAboutAgenda Item - 2026-06-16 - Number 09.2 - Wastewater Treatment Facility Status Update 9.2 o�� E 0 COUNCIL REPORT li4 pi4.. V —� 0 OREGO� Subject: Overview of the Technical Proposal for the Lake Oswego Wastewater Treatment Facility Meeting Date: 6/16/2026 Staff Member: Stefan Broadus, PE Director of Special Projects Report Date: 6/5/2026 Department: Public Works - Engineering Action Required Advisory Board/Commission Recommendation ❑ Motion ❑ Approval ❑ Public Hearing ❑ Denial ❑ Ordinance ❑ None Forwarded ❑ Resolution ❑X Not Applicable ❑ Information Only Comments: ❑X Council Direction ❑ Consent Agenda Staff Recommendation: Participate in the staff presentation and provide feedback and direction on the Technical Proposal for the Lake Oswego Wastewater Treatment Facility (LOWWTF). Recommended Language for Motion: N/A Project/ Issue Relates To: Collaborate with the City of Portland to make a financially and environmentally responsible long-term investment in a wastewater treatment facility. Issue before Council (Highlight Policy Question): ❑X Council Goals/Priorities ❑Adopted Master Plan(s) ❑Not Applicable BACKGROUND The existing Tryon Creek Wastewater Treatment Plant (TCWTP) was built in 1964 and is owned and operated by the Portland Bureau of Environmental Services (BES). The plant is reaching the end of its useful life and needs to be upgraded or replaced. In 2017, the City of Lake Oswego and City of Portland began planning a replacement facility on an adjacent site. — Respect. ry-n 'cr-c Trust. c,,,; 503-635-0215 380 A AVENUE PO BOX 369 LAKE OSWEGO, OR 97034 WWW.LAKEOSWEGO.CITY Page 2 From 2018 through 2023, Lake Oswego was delivering this project utilizing a Design-Build- Finance-Operate-Maintain (DBFOM), also commonly referred to as a P3 or Public Private Partnership. On July 14, 2020, City staff presented the results of a utility rate study that found "wastewater rates will need to be increased by 3.9% per year as opposed to 3% in order to account for the increase in payment schedule for wastewater treatment at Portland's Tryon Creek plant when factoring in upcoming and future capital upgrades." The P3 project was then pursued with a targeted rate increase of 3.9%, matching the expected increases to retain the existing wastewater plant.The wastewater rate had been increased by 3%every year since 2012, and the three years before that it was increased by an average of 25% annually to raise capital for the Lake Oswego Interceptor Sewer(LOIS). On July 1, 2021,the 3.9%sewer rate increase went into effect. The rate has increased by 3.9% annually since then per the recommendation from the July 14, 2020, staff report. In January 2024,the City decided to compensate the DBFOM Contractor(Epcor)for their services performed to date, but to not execute the Project Agreement to construct and operate the facility. Instead,the Lake Oswego Council directed staff to evaluate other procurement methods that could deliver this project. This decision was reached considering two primary factors; financing costs and competition. It was expected that replacing the private financing model with public financing in the form of loans and bonds would provide better long-term value to the community. It was also anticipated that an alternative delivery model could provide "market- driven, competitive pricing" and increase the confidence that the costs were "reflective of current market conditions." In May 2024, City staff returned to Council recommending the Design-Build-Operate-Maintain (DBOM) delivery model. This approach would be very similar to the DBFOM procurement, with the key difference being a pivot away from private financing and instead using public financing with more favorable terms. Specifically, this plan sought to fund the capital construction via a loan from the Environmental Protection Agency's (EPA) Water Infrastructure Finance and Innovation Act (WIFIA) in combination with traditional municipal bonds. The City would pay off these borrowed public funds with utility revenue (as well as proportionate payments from the City of Portland) over the next thirty or so years. The recent 3.9% annual wastewater rate increase will be insufficient to repay the debt, so larger rate increases will be necessary. DISCUSSION DBOM Procurement The DBOM procurement was structured in two distinct steps: a Request for Qualifications (RFQ) followed by a Request for Proposals (RFP). Statements of Qualifications (SOQ) in response to the RFQ were solicited in October of 2024. Despite robust market outreach, only one SOQ was received (Jacobs). Considering the strength of the SOQ and the negative consequences associated with changing to a third procurement method, the project team decided to proceed with the RFP, as noted in the memo to council dated November 8, 2024. Most recently in April 2026, the City received the Technical and Price proposal. Respect. Excellence. Trust. Service. 503-635-0215 380 A AVENUE PO BOX 369 LAKE OSWEGO, OR 97034 WWW.LAKEOSWEGO.CITY Page 3 Contents of the Technical Proposal The technical proposal includes a preliminary design of the proposed LOWWTF. This includes a site layout of the treatment components as well as connections to the incoming sewage collection systems and to the existing treated flow outfall to the Willamette River. The technical proposal addresses various challenges including reliably treating wastewater, including during peak wet weather events, minimizing floodplain impacts, maximizing the efficiency of hydraulics and pumping, managing site stormwater, meeting structural code for seismic resiliency, as well as integrating with the surrounding Foothills District, amongst others. Key Features of the Plant Design This technical proposal includes everything required to produce a high-quality effluent for the long life of the new facility. This design will provide critical infrastructure for the community with the following features: - Proven, Traditional Treatment Technology: The preliminary design in the technical proposal utilizes a conventional activated sludge process. This approach for wastewater treatment has been used for over a hundred years around the world. This process uses a recycled mixture of oxygen-rich wastewater and concentrated, living microorganisms to rapidly break down organic pollutants followed by gravity settling to produce clean, treated water as the output. - Meets or Exceeds Effluent Requirements: The design criteria developed by the project team is based on enhanced requirements regulated by the Oregon Department of Environmental Quality. This level of treatment is higher than the current Tryon Creek WWTP requirements and minimizes impacts to wildlife habitat and human recreation in the river.The facility design includes filters and UV disinfection at the end of the activated sludge process described above to improve water quality even further and to ensure these enhanced regulations are continuously met. - Energy Efficiency& Redundancy:The equipment selection process for the facility design included energy efficiency as a critical factor. The control system, pumps, blowers, diffusers, and related components included in the design are all industry-leading, offering strong performance across key sustainability metrics, including energy efficiency, durability, and life-cycle cost. In addition to efficient routine operations, the technical proposal also includes provisions for permanent standby backup power to ensure continuous operations during prolonged power outages (such as the 2021 ice storm and associated regional outages). - Safety: Safety of both Operations staff and the public is embedded throughout the design to proactively prevent safety conflicts by designing facilities and environments that reduce the risk of incidents during construction and long-term operations. Construction approaches prioritize safety of workers and the surrounding neighbors and public accessing the Foothills District. The permanent site is fenced for security and to prevent Respect. Excellence. Trust. Service 503-635-0215 380 A AVENUE PO BOX 369 LAKE OSWEGO, OR 97034 WWW.LAKEOSWEGO.CITY Page 4 inadvertent access by the public. Residuals truck traffic will be focused during off-hours to limit interface with pedestrians in the Foothills District. - Seismic Resiliency: The facility has been designed to meet Risk Category IV structural requirements as mandated by applicable building code. Similar to hospitals and fire stations, the Category IV designation reflects a structure that is expected to remain fully operational during and after the design seismic event. - Odor Control: While high levels of odor control are standard at wastewater treatment facilities,the design criteria for the LOWWTF was established considering higher-intensity development expected in this area in the future. Potential odor generating elements of the facility have been identified and treated with advanced odor control systems (such as activated carbon).The project agreement contains strict performance requirements from the contractor and significant penalties if an event occurs. - Quiet Operations: Allowable noise levels for industrial facilities are governed by the Oregon Administrative Rules. The design of the facility (including selection of equipment, site layout of components, and development of operations & maintenance procedures) has been optimized to minimize noise generation. The Contract terms have been developed so that the noise requirements are easily measurable and enforceable to ensure compliance. - Expandable: The preliminary design includes critical components to meet the design criteria, but does not include additional features beyond what is required so that it can be as cost effective as possible. With that said, careful consideration has been made so that the facility can be reasonably upgraded and/or expanded in the future to provide additional functionality. This could include energy efficiency measures (such as solar), water recycling, or higher levels of water treatment prior to discharging. - Coordinated with Foothills District Plan Update:The project teams for the LOWWTF and the Foothills District Plan Update led by the Planning Department, have been collaborating closely in order to ensure compatibility. The preliminary design included in the technical proposal is reflected in the current concepts shown in the Foothills District Plan Update. These concepts provide for efficient operations of the facility, and conversely, minimal impact from the facility on the potential residential and commercial uses in the surrounding area. Differences from Previous Proposal The technical proposal provides for wastewater treatment facility that is effective and efficient in meeting the design criteria. With that said, there are some notable differences between this design and the facility that was being previously proposed by City's former contractor, Epcor. - Treatment Technology: The fundamental component of the Epcor proposal was the AquaNereda aerobic granular sludge technology,compared to the current proposal which Respect. Excellence. Trust. Service 503-635-0215 380 A AVENUE PO BOX 369 LAKE OSWEGO, OR 97034 WWW.LAKEOSWEGO.CITY Page 5 relies on a conventional activated sludge process. The AquaNereda approach promised measurable benefits, however, there are concerns as well. As a relatively emerging technology, there is an unmitigable risk of if it will be able to meet performance requirements given the lack of true peer installations (with similar base flow rates, characteristics of influent, peaking factors, weather, etc.). Additionally, it is a proprietary system which can introduce "black box" challenges. The owners and operators can see the inputs and outputs, but the internal configurations and settings remain hidden. This can create obstacles in optimizing the system and/or making rapid adjustments to meet changing conditions. It also significantly limits flexibility to modify the system in the future to respond to undefined regulatory changed. - Seismic Risk Category: The previous proposal was submitted prior to the most recent building code update, and therefore the previous plant design was based on a Risk Category III facility. This category is expected to avoid catastrophic collapse and environmental disaster, but could face a long and costly path to restoring operations post- earthquake compared to the current Risk Category IV designation which is expected to remain operational. - End of Term Condition: Epcor was proposing a limited maintenance and repair program. While this kept costs to a minimum, deferred or insufficient preventative and corrective maintenance as well as replacement of major components over time would have resulted in the City assuming operations of a facility in need of significant investment at the end of the planned 30 year operations period. The Jacobs proposal includes a more robust maintenance and repair approach, which effectively reinvests City expenditures into the WWTF on an ongoing basis, resulting in superior end of term condition but at a higher cost. Next Steps This council report is to provide an update on the proposal to construct and operate the LOWWTF from a technical perspective. Project staff will return to the City Council to discuss the financial considerations of the proposal at an upcoming Council meeting. Assuming the project is approved later this summer, Jacobs would proceed with the demolition of the existing buildings on the site while concurrently advancing the land use application, final design, and permitting. FISCAL IMPACT The Jacobs proposal included two major components:the Technical Proposal and Price Proposal. The financial impacts of the LOWWTF are described in the Price Proposal. The proposed capital construction costs and annual operation charges will be paid with public financing, payments from the City of Portland as prescribed in the Intergovernmental Agreement, System Development Charges (SDCs), and wastewater utility revenue. The existing utility rate schedule will be insufficient to cover the costs of the facility. These fiscal considerations will be discussed at an upcoming council meeting. Respect. Excellence. Trust. Service 503-635-0215 380 A AVENUE PO BOX 369 LAKE OSWEGO, OR 97034 WWW.LAKEOSWEGO.CITY Page 6 RECOMMENDATION Participate in the staff presentation and provide feedback and direction on the Technical Proposal for the LOWWTF. ATTACHMENTS 1. Jacobs Technical Proposal for the LOWWTF Respect. r,- H n Trust. 503-635-0215 380 A AVENUE PO BOX 369 LAKE OSWEGO, OR 97034 WWW.LAKEOSWEGO.CITY ATTACHMENT 1 Jacobs. Proposal to provide Design-Build-Operate-Maintain Services for the Lake Oswego Wastewater Treatment Facility _ - _ — Submitted to the - CitfLkeOswgoardteC -of Portlnyo • -0-. Bureau of Environmental Services April 2, 2026 -. L ._• �� .LI • a� 4,.. ,4-:,. i..-*:. - fir?�' ` ..r , Apr' _ . j� a e * `� -� .. aC' - 4)01 f. T ca y I� \. =• +`•toms" / rt 411SELM` AV �} Volume I - Technical Proposal VOLUME 1 : TECHNICAL SUBMITTAL TABLE OF CONTENTS 1 . Cover Letter 2. Qualifications and Commitment 3. Technical Submittal 3.1 Design 3.2 Construction 3.3 Commissioning,Acceptance Testing,and Start-up 3.4 Operations and Maintenance 3.5 Removed per Addendum 2 Appendix A: Resumes of Key Personnel v Jacobs Section 1 Cover Letter _ _ _ _ -._ . .. . .." . ..•.. . . • • . • • . . _ ,.. : . ...... :.. , ,. .. „.. ..:.t..q,g,.....,,:„.,.. . . ..„, . « fir,. , .. ....... ." , . • .i,.... ___,.., .. ...... . „........ . _. . ,, _ ....,..„, „,. _i. ---__ iv . .. .,. ...._ *AI, •,-111r•-'; t..••••••`-'; , 4+A • "4110.• y;� i, `__ ice_. y t, r t COVER LETTER April 2, 2026 City of Lake Oswego Attn:Stefan Broadus, P.E. Director of Special Projects I Public Works—Engineering P.O.Box 369 380 A Avenue Lake Oswego,OR 97034 Subject:Technical Proposal—Lake Oswego Wastewater Treatment Facility DBOM Project Dear Mr.Broadus, Jacobs Project Management Company(Jacobs)is pleased to submit this Technical Proposal to the City of Lake Oswego(City)for the design,construction,commissioning,and long-term operation and maintenance of the Lake Oswego Wastewater Treatment Facility (LOWWTF).We appreciate the opportunity to present this Technical Proposal which reflects extensive collaboration between Jacobs and the City during workshops and technical discussions conducted throughout the procurement process.Building on refined RFP criteria and shared understanding,our Technical Proposal highlights key aspects of our offering,including: Optimized Technical Solutions that Comply with all Technical Requirements Our proposed solution fully satisfies all contractual criteria outlined in the RFP and is optimized to deliver the right value for the City by balancing capital investment with long-term efficiency and lifecycle cost control.Our proposed LOWWTF provides robust treatment performance capable of meeting both current and future regulatory requirements. Odor control is addressed through proven process selection,optimized air management,and effective treatment technologies to minimize community impacts. Energy-efficient equipment,advanced controls,and thoughtful process integration reduce power demand and chemical use while maintaining high-quality effluent.Together,these elements ensure the LOWWTF is a good neighbor within the Foothills District while delivering superior performance without unnecess ary capital or operational burden. Ownership Mindset Built Into O&M A defining strength of our approach is our commitment to a long-term relationship with the City through the Operations and Maintenance term of the DBOM project. Because Jacobs staff will operate the facility for up to 30 years,we apply an ownership mindset to every design and construction decision.Equipment selection, layout,automation,and redundancy are deliberately evaluated to support long-term reliability, maintainability,staffing efficiency,and lifecycle cost control. Our ongoing operations presence provides continuity,institutional knowledge,and accountability well beyond LOWWTF construction. Performance guarantees,regulatory compliance,odor control,and water quality are long-term commitments rather than short-term objectives.Through ongoing operations,optimization,and regulatory engagement,the City can be confident in the LOWWTF's sustained performance and adaptability to future needs. A Single Entity Accountable for All Phases As a true design-build-operate-maintain(DBOM)provider,Jacobs offers one point of responsibility for the entire project lifecycle—from initial design through construction and long-term operations.This unified approach aligns incentives around performance,schedule, budget,and compliance,ensuring the LOWWF facility is designed and built to operate efficiently from day one and perform reliably for decades. v i Cover Letter Commitment to Partnership and Long-Term Success We view this project not as a one-time delivery, but as a long-term partnership built on transparency,collaboration,and shared objectives.Our approach emphasizes proactive communication,disciplined project management,and continuous engagement with Owner stakeholders, regulators,and the surrounding community.We are committed to delivering a wastewater treatment facility that serves as a resilient,sustainable asset and a source of pride for the community well into the future. Jacobs is proud of our longstanding presence in the Pacific Northwest and our history of delivering complex wastewater infrastructure projects throughout Oregon.We look forward to continuing our collaboration with the City to deliver a sustainable wastewater treatment facility that achieves strong performance,operational efficiency and lasting value,serving the City for decades to come. Jacobs acknowledges receipt of the following Addendum: » Addendum No. 1 —August 29, 2025 • Addendum No.2—October 22, 2025 » Addendum No.3—March 20, 2026 Thank you for considering our Technical Proposal.Our Cost Proposal will be submitted under separate cover. Sincerely, /be Ot„, Michelle Green, PE, DBIA Ashely Currey, PE, DBIA Paul Rheault DBOM Project Manager DB Project Sponsor OM Project Sponsor Michelle.Green@jacobs.com Ashley.Currey@jacobs.com Paul.Rheault@jacobs.com iiI Jacobs QSection 2 ua ications and Commitment ....._, .. _ r___ � - - „...____ 1-*4t " z-DRr_. a..a III "IF 4 • 4+A t i ,Yr 4e • • i ' r - 2. QUALIFICATIONS AND COMMITMENT The Lake Oswego Wastewater Treatment Facility (LOWWTF) Project represents a generational investment in essential infrastructure that will enhance system reliability, improve water quality, and strengthen the City's relationship with its riverfront and surrounding community. Developing a new wastewater treatment facility in place of upgrading the existing Tryon Creek Wastewater Treatment Plant(TCWWTP) under a design-build-operate-maintain (DBOM)contract offers a cost-effective solution that modernizes critical infrastructure, enhances water quality, mitigates long-term risk, and delivers long-term cost certainty for the City's wastewater services.This transition also provides the City with flexibility to re-envision the Foothills District,supporting future integration of public space, natural features,and community development adjacent to Foothills Park.The new LOWWTF will be fully enclosed and designed to meet strict odor and noise requirements, supporting compatibility with the surrounding neighborhood. Jacobs recognizes the importance of this project not only as essential infrastructure, but also as a catalyst for long-term community and environmental benefits and the foundation of a long-term partnership with the City. Building on the approach presented in our Statement of Qualifications(SOQ),this proposal outlines the successful path forward under a DBOM delivery model. SINGLE POINT OF ACCOUNTABILITY AND INTEGRATED DBOM DELIVERY DESIGN C Jacobs will serve as the single entity responsible for delivery of the LOWWTF, integrating ``141 �,r� design, permitting, construction, commissioning, and operations within one organization. _ O G This structure provides the City with clear accountability for performance and simplifies ,Jacobs coordination across all phases of the project. SINGLE RESPONSIBLE By aligning all project functions under one team, decisions are made with full PARTY consideration of their impact on cost, schedule,and long-term operations.This reduces 04 ` interface risks and supports an efficient delivery process compared to models where q 5� responsibilities are divided among multiple entities.The result is a facility designed and ��°NS COMMAS built with operational performance in mind from the outset,with Jacobs fully accountable for meeting all project requirements throughout the entire contract term. Our delivery model is centered on early and continuous collaboration between design, construction, and operations. This integration allows key decisions to be informed by the full project life cycle, resulting in solutions that are efficient to construct and reliable to operate.We evaluate risks holistically and develop coordinated solutions that address technical, schedule,and operational factors simultaneously. We remain committed to delivering a wastewater treatment facility that meets performance expectations, supports the City,and provides long-term value through reliable and efficient operation. •J I 1 Section 2:Qualifications and Commitment EXPERIENCED Local DBOM Project Manager with TEAM WITH LOCAL INSIGHT Tailored Delivery Experience Delivery of the LOWWTF will be supported by a team with extensive DBOM Project Manager Michelle experience in wastewater treatment projects throughout Portland Green is among Jacobs' most and the Pacific Northwest. Led by our DBOM Project Manager, effective and proven project Michelle Green,Jacobs' personnel bring a strong understanding of managers, leveraging more than regional regulatory requirements, site conditions,and community 30 years of experience delivering considerations, combined with direct experience delivering projects Oregon wastewater projects. Her of similar scope and complexity. portfolio includes DB and DBOM projects of comparable size and complexity and nearly$1 B Our team offers: in constructed value. • Proven leadership in DB and DBOM project delivery Michelle's success is driven by her technical depth • Familiarity with local permitting processes and in wastewater process and design, paired with agency coordination exceptional leadership, problem solving,and • Integrated expertise across engineering, communication skills that keep complex projects construction, and operations aligned and moving forward • Established methods and tools that support consistent execution Our local knowledge and delivery experience enable us to develop solutions that are tailored to the specific needs of Lake Oswego. I REGIONAL EXPERIENCE AND TECHNICAL STRENGTH Jacobs brings decades of experience delivering wastewater infrastructure in the Pacific Northwest, including work within the Lower Willamette system.This experience provides a strong foundation for addressing key project elements such as permitting, outfall design, and compliance with water quality requirements. Our regional presence also provides access to local resources and expertise.This familiarity with regulatory expectations and environmental conditions supports efficient project development and execution. Jacobs' unmatched performance and delivery experience #1 ENR Wastewater _r $6.3B in Wastewater/Water • » 0711 DB/DBOM projects ♦ � � > 2,600 NW-based staff 33 DBIA Awards 70+ years of Northwest Wastewater projects Jacobs Area Offices Jacobs O&M Projects 2 Jacobs Section 3 Technical ......... __ ., .„ _ , _ ....._ • _.. ..... .., _••• _• . . • . .. . . . _: ....... ,_ .. :ems 4 ?. ...,, .. . . .., ,• ..... , . .i,... _.„. . ,. , .„,., ..., ,. „.... ,. .. . 1I440 . , . IIh B • 4+A t 3acobs 3. 1 Design _.„ 4„ • i w , 't / Basis of Design Technical Memoranda and Drawings This section presents Jacobs'Basis of Design(BOD)Technical Memoranda and supporting Drawings for the Lake Oswego Wastewater Treatment Facility. These materials provide the technical foundation for our proposed design and demonstrate how the Project will reliably meet performance requirements. The following Technical Memoranda(TMs)and Drawings expand upon the design approach described in Section 3.1 and provide detailed documentation of key engineering considerations, calculations,and design criteria. TECHNICAL MEMORANDA 1 . Design Criteria 2. Hydraulics 3. Unit Treatment Processes 4. Odor Control 5. Stormwater Management 6. Disciplines (as appropriate) 6-01 Architectural 6-02 Building Services 6-03 Corrosion Control 6-04 Electrical 6-05 Preliminary Geotechnical Analyses and Recommendations 6-06 Instrumentation and Control 6-07 Process Mechanical 6-08 Resiliency 6-09 Civil and Site Development 6-10 Structural 6-11 Landscape Architecture 7. Project Option 1 Nutrient Removal Treatment TECHNICAL MEMORANDUM 1 Design Criteria Date: March 30,2026 Project name: Design-Build-Operate-Maintain Services for the Lake Oswego Wastewater Treatment Facility Jacobs PN: BP00152J To: Stefan Broadus/City of Lake Oswego From: William Leaf/Jacobs Reviewer: Bruce Johnson/Jacobs Kristen Jackson/Jacobs Dave Grigsby/Jacobs Revision: Final 1. Introduction The purpose of this technical memorandum (TM) is to present the proposal design criteria confirmation for the Lake Oswego Wastewater Treatment Facility(LOWWTF). 2. Codes, Standards, Regulations, and References The State of Oregon, Department of Environmental Quality(DEQ),establishes overall standards required of treatment facilities.This includes the issuance of the National Pollutant Discharge Elimination System (NPDES)Waste Discharge Permit for discharge of effluent into the Willamette River.The City of Lake Oswego has also established design criteria for the LOWWTF. 3. Design Criteria • Addendum 2 from the City of Lake Oswego, Table 1:Design Criteria—Assumed Influent Flows and Loadings and Table 2:Effluent Requirements(October 22,2025) provides the influent and effluent design criteria for the treatment facility.Table 1 provides the influent design criteria. Table 1—Design Criteria:Assumed Influent Flows and Loadings Design Criteria Parameter FLOW,mgd Average Dry Weather Flow(May 1 to October 31) 6.2 Max Month Dry Weather Flow 10.2 Max Week Dry Weather Flow 13.6 Max Day Dry Weather Flow 18.7 Average Wet Weather Flow(November 1 to April 30) 9.3 Max Month Wet Weather Flow 14.7 Max Week Wet Weather Flow 22.0 Max Day Wet Weather Flow 39.2 Peak Instantaneous Flow 53.1 Maximum flow through secondary treatment 32.9 BIOCHEMICAL OXYGEN DEMAND(BOD5) LOAD, lb/day I 1 I TECHNICAL MEMORANDUM 1 Design Criteria Parameter Average Dry Weather(May 1 to October 31) 14,100 Max Month Dry Weather 19,400 Max Week Dry Weather 26,000 Max Day Dry Weather 46,400 Average Wet Weather(November 1 to April 30) 15,900 Max Month Wet Weather 24,700 Max Week Wet Weather 35,000 Max Day Wet Weather 62,000 TOTAL SUSPENDED SOLIDS(TSS)LOAD,lb/day Average Dry Weather(May 1 to October 31) 15,300 Max Month Dry Weather 25,300 Max Week Dry Weather 44,400 Max Day Dry Weather 56,900 Average Wet Weather(November 1 to April 30) 17,700 Max Month Wet Weather 30,300 Max Week Wet Weather 44,300 Max Day Wet Weather 61,800 AMMONIA-NITROGEN LOAD,lb/day Average Annual 1,900 Max Month 2,300 TOTAL KJELDAHL NITROGEN(TKN),lb/day Average Annual 3,100 Max Month 3,700 TOTAL PHOSPHORUS(TP),lb/day Average Annual 400 Max Month 500 The City of Lake Oswego has received a draft NPDES permit for the new LOWWTF(Permit No. 101614).The key effluent criteria are presented in Table 2, including parameters from the NPDES permit,together with City of Lake Oswego RFP criteria. i 2 J TECHNICAL MEMORANDUM 1 Table 2—Effluent Requirements Dry Weather Season (May 1—October 31) Performance Value Average Effluent Monthly Weekly Concentrations (mg/L) average average Daily max Parameter Monthly Weekly (lb/day) (lb/day) (lb/day) Sample Type Biochemical Oxygen Demand <_10 <_15 <_850 <_1,300 <_ 1,700 24-hr (BOD5) Composite Total Suspended Solids(TSS) <_10 <_15 <_850 <_1,300 <_ 1,700 24-hr Composite Ammonia-N 1. <_1 24-hr Composite Total Phosphorus'. <_0.3 24-hr Composite E Coll bacteria Shall not exceed 126 organisms per 100 mL monthly geometric mean. No single Grab sample shall exceed 406 organisms per 100 mL. pH Shall be within the range of 6.0-9.0 Grab BOD5 and TSS Removal Shall not be less than 85 percent monthly average for BOD5 and 85 percent Efficiency monthly average for TSS Chlorine Residual No residuals allowed N/A Wet Weather Season (November 1—April 30) Performance Value Average Effluent Monthly Weekly Concentrations (mg/L) average average Daily max Parameter Monthly Weekly (lb/day) (lb/day) (lb/day) Sample Type Biochemical Oxygen Demand <_30 <_45 <_3,700 <_5,500 <_7,400 24-hr (BOD5) Composite Total Suspended Solids(TSS) <_30 <_45 <_3,700 <_5,500 <_7,400 24-hr Composite E Coll bacteria Shall not exceed 126 organisms per 100 mL monthly geometric mean. No single Grab sample shall exceed 406 organisms per 100 mL. pH Shall be within the range of 6.0-9.0 Grab BOD5 and TSS Removal Shall not be less than 85 percent monthly average for BOD5 and 85 percent Grab Efficiency monthly average for TSS Chlorine Residual No residuals allowed N/A 1. Anticipated Future Limits.Draft National Pollutant Discharge Elimination System(NPDES)permit does not include effluent criteria for ammonia-nitrogen or total phosphorus.The details of Project Option 1,as described in the RFP and which include infrastructure necessary to meet effluent requirements for ammonia-nitrogen and total phosphorous,are captured in TM 7.All other TMs,including this TM and drawings are reflective of Project Option 2. 2. While NPDES Permit requirements anticipate inclusion of an Excess Thermal Load Limit,DBOM Contractor is responsible only for monitoring and not compliance.The City maintains responsibility to incorporate future Capital Modifications for NPDES Permit compliance regarding Thermal Load. The daily maximum mass limit for BOD5 and TSS,each set at 7,400 lbs/day, is equivalent to 22.6 mg/L at the 39.2-mgd MDWWF.This 3 TECHNICAL MEMORANDUM 1 equivalent concentration is lower than the monthly average value(<_30 mg/L)in the permit for BOD5 and TSS. Additional key sizing criteria are used as part of the treatment process development. Historical data from the Tryon Creek WWTP are used in part to establish these criteria: • Wastewater Temperature:Average 14-day Minimum (May—October)= 14.3°C;Average 14-day Minimum (November—April) = 11.5°C • Sludge Volume Index(SVI): 150 mL/g, based on a well-operating nutrient removal bioreactor with non-aerated selectors. Note that the average SVI for the Tryon Creek facility is 163 mL/g(January 2019—June 2024), but there is variation seasonally with this value higher in the wet weather season and lower in the dry weather season.Tryon Creek WWTP does not remove nutrients and operates with a short solids residence time(SRT) (3.5-day average),so it is not necessarily reflective of the potential SVI expected at the new LOWWTF. At commissioning of the LOWWTF,the anticipated influent flow and loads are presented in Table 3.The values are based on the influent flow and loads at the Tryon Creek WWTP,from 2019—2024 plant data. Table 3—Startup Conditions: Anticipated Influent Flow and Loads Startup Flow(mgd) BOD5(lb/d) TSS(lb/d) Flow (mgd) BOD5(lb/d) TSS (lb/d) Condition Dry Weather Wet Weather Average 3.99 8,716 8,392 6.44 8,624 7,687 Max Month 5.85 9,934 10,746 11.23 11,998 14,906 Max Week 7.60 11,958 15,816 15.33 15,035 20,561 Max Day 11.34 15,699 22,068 21.31 25,633 27,118 A typical diurnal flow pattern from June 2024 for the Tryon Creek WWTP is shown in Figure 1.This is the daily influent flow pattern expected during a summer startup condition at the LOWWTF. Flowrate Peak DW Diurnal Flow-June 2024 FloevratePeak —•—6/8/2024 111►►► 1: • t 6/9/2024 ra = �g/� ••m\ �6/10/2024 4.00 '+ ' �Tr I t6/11J2024 —e-6/12/2024 3.00 --6/13/2024 —r 6/14/2024 2.00 / t6/15/2024 _— —•-6/16/2024 1.00 --6/17/2024 —e-6/18/2024 t 6/19/2024 12AM lAM 2AM 3AM 4AM 5AM 6AM 7AM 8AM 9AM 10AM11AM12PM 1PM 2PM 3PM 4PM 5PM 6PM 7PM 8PM 9PM 10PM11PM Figure 1—Typical Diurnal Flow: Tryon Creek WWTP (June 2024) Wet weather conditions during startup and commissioning of the LOWWTF are dependent on storm events. Non-storm conditions could have influent flows similar to Figure 1, but peak storm conditions can have influent flow values exceeding 35 mgd. 3.1 Reliability/Redundancy The State of Oregon has established reliability for facilities based in Western Oregon.The reliability and redundancy are documented in Preparing Wastewater Planning Documents and Environmental Reports for Public Utilities (Financed by Business Oregon,Oregon Department of Environmental Quality, Rural Community Assistance Corporation, United States Department of Agriculture.June 2018).The following criteria from DEQ applicable to the LOWWTF are: 4 TECHNICAL MEMORANDUM 1 • In general,all units should be able to handle the peak hourly flows without overflowing or damaging the equipment,with the largest flow capacity unit out of service.The system should also contain enough flexibility to allow any unit to be taken out of service and meet permit requirements by redistributing the wastewater to other active treatment units. • All pumping stations required to convey wastewater flows should have a firm capacity(largest pump out of service)equivalent to the peak hourly flow. • The headworks should be sized for peak hourly flow.A minimum of two units are required. Facilities with only one mechanical screen may include a manual bar screen for redundancy. No redundancy is needed for grit removal units. • Size aeration basins using modeling to generate desired treatment.Typically,this means 10 mg/L at maximum monthly average dry weather flow with a 10 percent chance of occurrence (summer)and 30 mg/L at maximum monthly average flow with a five percent chance of occurrence(winter).A minimum of two units are required. • Size the secondary clarifiers for either the peak average daily flow associated with a one-in-five-year storm with all clarifiers operational, or the MMDWF10(Maximum Month Dry Weather Flow with a 10 percent probability of occurrence)with the largest clarifier offline,whichever results in greater treatment capacity.A minimum of two secondary clarifiers are required. Use separate overflow rates for the dry and wet seasons. • Size the disinfection system for peak-hour flow with full redundancy. For UV systems,a minimum of two units are required. Sizing is based on a minimum dose of 30 mi/cm2 at either the peak-hour flow with all units on,or the maximum day dry weather flow with largest unit offline,whichever results in the larger design.This dose must be calculated with a certain percentage of fouling and end-of-lamp life statistics as discussed in the Ten State Standards. Full redundancy of the ballasts and controls is required.A single control panel is acceptable,as long as there is full redundancy within the panel. In addition,a UV transmittance of more than 65 percent should be verified before selecting UV. The overall redundancy provided at the LOWWTF is presented in Table 4. Table 4—LOWWTF Reliability and Redundancy Unit Process Reliability/Redundancy Influent Pump Station Handle the peak instantaneous conditions(53.1 mgd)with one of the largest pumps offline Headworks(screening and grit Convey the peak instantaneous conditions(53.1 mgd)with the largest unit out of service. removal) Two grit removal chambers sized to accommodate peak instantaneous conditions(53.1 mgd). Aeration Basins Four aeration basins are provided,sized to treat influent flows to 32.9 mgd,and associated loads. Hydraulically,the four aeration basins together with four secondary clarifiers can convey approximately 40 mgd. Aeration Blowers Five aeration blowers provided,with four able to meet peak secondary treatment capacity conditions(32.9 mgd). Clarifiers Four secondary clarifiers are provided,sized to treat the peak secondary treatment conditions(32.9 mgd).Three secondary clarifiers can accommodate the MMDWF conditions(10.2 mgd). Filtration Four filtration units are provided to treat the dry weather peak flow conditions(25.8 mgd) with one unit offline.The dry weather peak flow value is calculated as a ratio from the wet weather values in Table 4-1 of Appendix 4 from the Appendices to the DBOM Agreement. Additional filtration capacity can be used if necessary during wet weather conditions,with selected wet weather flow diverted around secondary treatment(conveying the total 53.1-mgd peak instantaneous conditions through the LOWWTF). UV Disinfection Three UV disinfection channels are provided with three banks each.This provides treatment of the 53.1-mgd peak instantaneous condition with all units online,since this is a larger design than the maximum dry weather flow with the largest unit offline. A minimum dosage of 30 mJ/min is used. Assumptions and Exclusions The following assumptions and exclusions are documented for the design criteria: 4 5 TECHNICAL MEMORANDUM 1 • Wastewater Temperature:Average 14-day Minimum (May—October)= 14.3°C;Average 14-day Minimum (November—April) = 11.5°C • SVI: 150 mL/g, based on a well-operating nutrient removal bioreactor with non-aerated selectors. Note that the average SVI for the Tryon Creek facility is 163 mL/g(January 2019—June 2024), but there is variation seasonally with this value higher in the wet weather season and lower in the dry weather months.Tryon Creek WWTP does not remove nutrients and operates with a short SRT(3.5-day average),so it is not necessarily reflective of the potential SVI expected at the new Lake Oswego WWTF. • The design SRT is 5 to 6 days. For the conventional activated sludge approach,the design SRT will not allow for reliable nitrification in the secondary process.The integrated fixed-film activated sludge system can reliably nitrify with a 5-to 6-day SRT, meeting the design conditions. • No design features are included to mitigate effluent temperature. No accommodations are incorporated to meet future effluent temperature criteria. • No modifications to the existing effluent outfall (from the Tryon Creek WWTP)are included in the design. 6 TECHNICAL MEMORANDUM 2 Hydraulics Date: March 30, 2026 Project name: Design-Build-Operate-Maintain Services for the Lake Oswego Wastewater Treatment Facility Jacobs PN: BP00152J To: Stefan Broadus/City of Lake Oswego From: Michael Lloyd/Jacobs Reviewer: Jackson Corley/Jacobs Kristen Jackson/Jacobs Dave Grigsby/Jacobs Revision: Final I 1. Introduction The purpose of this technical memorandum (TM)is to present the proposal hydraulic design for the Lake Oswego Wastewater Treatment Facility(LOWWTF). This analysis used ReplicaTM hydraulic modeling software and considered flow conditions through the following proposed facilities: influent pump station (IPS), headworks,aeration basins,clarifiers, rapid mix tank,filtration, UV disinfection,and the existing outfall. The hydraulic profile is presented in the Drawings. ' 2. Design Criteria The hydraulic design criteria for the LOWWTF include passing 53.1 mgd from the IPS through headworks and disinfection,with 32.9 mgd through the aeration basins,clarifiers,and filtration.The hydraulics were also checked to pass 40 mgd through aeration basins, clarifiers, and filtration for operations flexibility.A two-part flow path is incorporated to manage flows exceeding 32.9 mgd: 1. Selected Wet Weather Flow Treatment:The system can send aeration basin influent flows above 32.9 mgd directly to the rapid mix tank ahead of filtration. 2. Selected Secondary Effluent Treatment:The system can divert secondary effluent flows above 32.9 mgd directly to disinfection. For peak capacity,the hydraulic grade line on the hydraulic profile used 53.1 mgd plant influent flow through IPS at the 100-year flood elevation for the Willamette River,which is an elevation of 34.0-feet per NGVD29 datum.The hydraulic model was also checked with the 1996-flood elevation (elevation 36.3-feet)to determine which hydraulic control points may be submerged and whether any process walls would be overtopped. The headloss associated with a future 60-inch outfall was used in the hydraulic analysis to set the UV disinfection effluent weir elevation, but the headloss in the existing 36-inch lined outfall is what is included in the hydraulic grade line values on the hydraulic profile. 2.1 Flows Flows at the LOWWTF include IPS flow,stormwater,drains,filtration backwash, and return activated sludge(RAS). Each of these flows affects headlosses throughout the LOWWTF. Design flows from each source are described in Table 1. • Influent Pump Station Flow: Modeled as a pump station with flows split between active pumps and total flow being directly input into the pump station. • Stormwater and Drain Flow: Modeled as a source flow into the headworks upstream of the screens.This is an assumed constant flow. • Filtration Backwash Flow: Modeled as a source flow to the grit effluent channel at headworks.A constant flow was assumed. • RAS Flow: Modeled as an evenly split discharge flow at the clarifiers and an evenly split source flow to the aeration basins. 1 TECHNICAL MEMORANDUM 2 Table 1—LOWWTF Flows Flow Source Flow(mgd) Notes IPS 53.1 Peak Instantaneous Flow Stormwater/Drain 3.5 Filtration Backwash 1.0 Backwash from filtration; constant source flow in all scenarios RAS 14 Estimated at peak aeration flow(40 mgd);assumed lower at reduced flow Total Effluent Discharge 57.6 2.2 Upstream Boundary Conditions The upstream boundary condition for the hydraulic model is based on the IPS flow rate.The IPS was modeled with two wet wells, one small and one large. 2.3 Downstream Boundary Conditions The downstream boundary condition for the model is the Willamette River water level. For the peak influent design scenario (53.1 mgd),the 100-year flood river elevation of 34.0-feet per NGVD29 was used. 2.4 Hydraulic Criteria • Weir elevations at hydraulic control points remain unsubmerged when using the future 60-inch outfall and a 100-year flood stage of 34.0-feet NGVD29 for the Willamette River. • No process walls are overtopped when using the existing 36-inch outfall and the 1996 flood elevation of 36.3-feet NGVD29 for the Willamette River. 3. Description of Work To form a complete hydraulic profile and hydraulic model for the proposed design of LOWWTF,assumptions throughout portions of the processes were required.Assumptions are listed by process.The LOWWTF will convey flow through process treatment facilities as described herein: 3.1 Influent Pump Station Influent flow to the LOWWTF will enter the IPS from the City of Lake Oswego's and the City of Portland's sewer collection system. The IPS has seven pumps in total,with four pumps in the small wet well and three larger pumps in the larger wet well.The wet wells will operate as one pump station.There is a third wetwell for flows coming from the Tryon Creek Pump Station,which will be decommissioned in the future. 3.2 Headworks The influent flow to the headworks comes from the IPS.Stormwater and drain flows discharge to the headworks influent channel. The headworks has five screening channels and two grit concentrator units. Effluent from the grit concentrator units will pass over a weir to the grit effluent channel. Flow is then conveyed to the aeration basins,with provisions for flow over 32.9 mgd to go directly to the rapid mix tank ahead of filtration. 3.3 Aeration Basins The hydraulic model accounts for headlosses associated with the integrated fixed-film activated sludge(IFAS)design for the aeration basins.The aeration basins consist of four trains,all of which are in service for the peak design scenario,and flow split controlled with flow control valves. RAS is pumped from the clarifiers into Tank 1 of each aeration train,with an even flow split across all four trains. 3.4 Clarifiers Flow from the aeration basins splits four ways to feed each clarifier.There are four clarifiers in total. Flow into the clarifiers 2 TECHNICAL MEMORANDUM 2 accommodates influent flows plus the estimated maximum RAS flow of 14 mgd.All clarifiers remain active during the peak capacity scenario. Solids will be scraped from the bottom of the clarifiers and pumped as waste activated sludge(WAS)or RAS. Clarifier effluent will discharge over a launder weir and into the clarifier effluent channel.The effluent channel provides two discharge pathways,one to filtration,and one to the UV influent channel.The filtration flow path includes headloss for the rapid mix tank(upstream of filters) necessary for nutrient removal. 3.5 Filtration Filtration consists of four filter channels for disk filters.All filter disk channels are active during capacity assessments. Each disk filter will occasionally undergo backwash to clean the media. During backwash,flow will be sent to the headworks grit effluent channel. For preliminary hydraulic assessments,this backwash flow has been modeled as a constant proposed source. Flow through the filtration process was modeled based on concept drawings from Aqua-Aerobic Systems, Inc.These drawings indicate an influent and effluent weir for each filter channel. 3.6 UV Disinfection Flow exits the filter effluent channel into the UV influent channel. Flows from the clarifier effluent channel also enter at this UV influent channel.There are three UV channels,and all three are assumed active during capacity assessments. After passing through UV disinfection,flow will discharge over UV effluent weirs from each channel into the UV effluent channel. The UV effluent channel will then convey flow to the outfall. A pumped system for non-potable plant water at the UV facility is not included in the hydraulic analysis. 3.7 Outfall Discharge piping from UV disinfection will be connected to a junction structure to connect to the existing 36-inch lined outfall pipe. The headloss associated with a future 60-inch outfall pipe was used in the hydraulic analysis to set the UV disinfection effluent weir elevation, but the headloss in the existing 36-inch lined outfall is what is included in the hydraulic grade line values on the hydraulic profile. • Modeling assumptions for the 60-inch future outfall: — 60-inch CLDI pipe,800 LF — 3-feet of headloss across the diffuser during peak design flows 4. Results Static model flows were simulated to assess performance of hydraulic control points throughout the LOWWTF under specific flow conditions.This scenario was evaluated under varying downstream water levels in the Willamette River. Hydraulic control points, such as process weirs,were monitored during test runs to estimate the flow conditions at which weirs would submerge or overtopping of walls might occur. 4.1 Peak Instantaneous Flow — Existing Outfall This scenario included running the peak instantaneous flow 53.1 mgd plus stormwater/drain flows and backwash flows through the LOWWTF and using the existing outfall. For this evaluation,the capacity limit was defined as the maximum flow that can pass through the existing outfall without submerging the upstream UV effluent weir. It should be noted that the losses through the existing 36-inch outfall are based solely on the drawings for the existing diffusers and piping.Calibration using actual plant data to confirm the flow to headloss relationship through these sections of existing outfall pipe has not been performed at this time. Results indicate at the 1996-flood river level (EL 36.3-feet),the limiting plant discharge flow before the UV effluent weir is submerged is approximately 16.5 mgd. If the LOWWTF intends to discharge close to 40 mgd without submerging upstream processes,the river WSE can be no higher than approximately 10-feet.As outfall flows increase,the accuracy of the estimated headlosses through the existing outfall may decrease. 3 TECHNICAL MEMORANDUM 2 4.2 Analysis Based on the model scenarios tested,the estimated plant discharge flow of 57.6 mgd with the Willamette River 100-year flood WSE of 34-feet can be achieved without submerging hydraulic control points when using the future 60-inch outfall. When river levels exceed the 100-year flood elevation,as seen in the 1996 flood scenario(WSE 36.3-feet), hydraulic control points, starting with the UV facility,are expected to submerge at similar peak design flows. However,even under these conditions, no proposed process walls were overtopped. 5. Exclusions • Excludes existing outfall calibration. • Excludes upstream and downstream conveyance system modeling. • Excludes modeling of solids flow streams. • Excludes modeling of the Tryon Creek WWTP. 4 TECHNICAL MEMORANDUM 3 Unit Treatment Processes Date: March 30,2026 Project name: Design-Build-Operate-Maintain Services for the Lake Oswego Wastewater alisatment Facility Jacobs PN: BP0O152J Stefan Broadus/City of Lake Oswego From: William Leaf/Jacobs Revie er: Kristen Jackson/Jacobs ave Grigsby/Jacobs Revision: Final 1. Introduction The purpose of this technical memorandum(TM)is to present the unit treatment process design criteria of the Lake Oswego Wastewater Treatment Facility(LOWWTF). 2. Codes, Standards, Regulations, and References The State of Oregon,Department of Environmental Quality(DEQ),establishes overall standards required of treatment facilities.This includes the issuance of the National Pollutant Discharge Elimination System(NPDES)Waste Discharge Permit for discharge of effluent into the Willamette River.The City of Lake Oswego has also established design criteria for the LOWWTF. 3. Design Criteria Exhibit 1 illustrates the proposed Process Flow Diagram for the LOWWTF. Each unit processes is described in additional detail below. Exhibit 1 - LOWWTF Process Flow Diagram Selected Wet-Weather Flow,>32.9 mgd 20 mgd 23.6 mgd F 20 mgd --Optional winter use of filtration capacity 16.4 mgd ' 111111V' (40 mgd total) 32.9 mgd 53.1 mgd ingSecondary Clarifiers 56.5 mgd �_-_ SE � FE 56.5 mgd ®® I --- a Effluent Influent lir T ABI � 16.5 mgd Filtration UV Disinfection Screening Grit Removal pp WAS/RAS WAS Storage STORM I 2.4 mgd 1.1 mgd WAS ir-(=: To Columbia Thickening I TWAS Blvd WTP ii. 11 ! PD 1 1 d TECHNICAL MEMORANDUM 3 3.1 Influent Pump Station The influent pump station(IPS)pumps influent raw wastewater into the Headworks.There is a junction structure that combines flow from the Portland and Lake Oswego sewer lines upstream of the IPS.Between the junction structure and the IPS there are rock traps. The IPS includes two wetwells for pumping the range of design flows.Flows from the existing Tryon Creek Pump Station(that will be demolished)are pumped to a dedicated third wetwell at the IPS. 3.2 Headworks (screening and grit removal) The Headworks includes screening and grit removal processes,comprised of 5 screening channels and 2 grit removal basins. Screening washing/dewatering and grit washing/classification are provided screenings and grit are conveyed to a removable dumpster. 3.3 Aeration Basins The aeration basins and blower system provide biological treatment of the wastewater.This system is designed for the Max Flow through Secondary Treatment of 32.9 mgd per the RFP.The aeration basins have 4 trains with equal capacity,each with 4 selector zones with mixers followed by 3 additional zones with fine bubble diffusers.The associated blower system is included to provide the required air demands to the aeration basin system. The aeration basins are designed for conventional activated sludge process.While the aeration basins do not include an IFAS system,the basins are designed for conversion to an IFAS system in the future.Exhibit 2 illustrates the difference in infrastructure to accommodate the conversion to IFAS.TM 7 describes this more fully. Exhibit 2 — LOWWTF Process Flow Diagram a ' Z p RAS SEL 1 SEL 4 H (9,500 mg/L) Z a AER 1 AER 2 AER 3* W z SEL 2* SEL 3 om '(2,400 mg/L) ABI(100%) cz `7 7`a< RAS SEL 1 SEL 4 > (9,500 mg/L) L++ AER 1 AER 2 AER 3* a (IFAS ZONE) SEL 2* SEL 3 ZW� '(2,400mg/L) LEGEND RAS: Return Activated IFAS: Integrated Fixed-film AER: Aerobic Zone Sludge Activated Sludge ABI: Aeration Basin SEL: Selector Zone Influent 302 001Y, 3.4 Clarifiers The clarifiers provide settling and send return activated sludge(RAS)back to the aeration basin system.There are four rectangular clarifiers with equal capacity.There is biological foam collection and RAS pumps to convey the RAS back to the aeration basins. 3.5 Filtration The filtration facility includes four trains and will further treat the wastewater.The facility will typically be used in the dry 121 TECHNICAL MEMORANDUM 3 season but can also be utilized in the wet season as needed to meet wet season effluent criteria. 3.6 UV Disinfection Three UV Disinfection channels with three banks are included in the design.UV channels discharge into a common clearwell. No additional lifting devices are provided at the UV facility.Plant effluent piping leaving the UV facility will connect to the existing outfall piping. Checker plate covers provided over channels only,and a canopy over UV vendor-supplied master control panel and automatic strainer only. 3.7 Solids Handling Thickening of WAS is provided via Rotary Drum Thickeners(RDTs)that thicken sludge to the target value allowable for hauling and discharge to Columbia Boulevard WWTP.WAS is pumped directly to the RDTs and then discharged to mixed solids storage tanks.TWAS is pumped from the storage tank(s)to the Truck Loadout Facility. The Truck Loadout Facility is effectively a Loadout Bay that is fully enclosed,allowing for pull-through access for a single 6,000-gallon tanker truck.A loadout platform is provided for access to the top of the truck to connect TWAS piping to the truck.Odor control is provided locally at the sludge discharge. The Truck Loadout Facility is located below the Lake Oswego Design Flood Elevation and will therefore be floodproofed to meet City criteria.Provisions for backup loadout will be provided on the upper level(west side)of the LOWWTF to ensure loadout is available during extreme flood events. 3.8 Design Criteria Summary Table 1 provides additional detail for each Unit Process. Table 1 —Unit Process Design Criteria Influent Pump Station Wetwell 1 Number of Pumps 4 Pump Capacity,Each 4 MGD @ 50-ft TDH Pump Motor Size 70 HP Pump Type Non-Clog Submersible Wetwell 2 Number of Pumps 3 Pump Capacity,Each 19 MGD @ 50-ft TDH Pump Motor Size 335 HP Pump Type Non-Clog Submersible Wetwell 3 (Tryon Creek Pump Station) Number of Pumps 3 1250 GPM (Future Projection Provided by Pump Capacity,Each City of Portland) Pump Motor Size 40 HP Pump Type Non-Clog Submersible Headworks Screening Number 5 Type Perforated Plate Opening Size 1/4-inch Capacity 2 @ 8 MGD Capacity 3 @ 19 MGD Screening Washing and Dewatering Number 2 Type Reversing Auger Grit Removal Number 2 v 3 TECHNICAL MEMORANDUM 3 Type Stacked Tray Peak Loading Rate 20 GPM/ft2 Grit Pumps Recessed Impeller Capacity,Each 2 @ 300 GPM Drive Adjustable Motor,HP 20 Grit Washing and Dewatering Number 2 Type Conical Clarifier W/Fluidized Bed Aeration Basins Type _ Contact Stabilization,Activated Sludge Number 4 Total Volume,Each 1.15 MG Size,Each 47.5 ft X 129 ft Depth,Each 25 ft Selectors,Per Basin 4 Volume,Each 95,500 GAL Mixer,Per Selector Submersible,1 @ 8.3 HP Aerated Zone 1 292,000 GAL Aerated Zone 2 212,000 GAL Aerated Zone 3 212,000 GAL Minimum Air Flow Mixing,2 AB In Service 1,100 SCFM Maximum Air Flow Peak Day,4 AB In Service 14,700 SCFM Biofoam Pumps Number 2 Type Submersible,Chopper Recirculating Capacity,Each 200 GPM @ 30-ft TDH Drain Pump Number 1 Type Self-Priming Non-Clog Capacity,Each 700 GPM @ 40-ft TDH Secondary Process Design Solids Residence Time 6 Days Minimum Temperature May-October 14.3 °C Nov-April 11.5°C Sludge Volume Index 150 ML/G Aeration Process Blowers Number 5 Type Positive Displacement,Rotary Screw Capacity,Each 3,700 SCFM @ 300 HP Differential Pressure 13.5 PSI Inlet Air Temperature 10- 100°F Relative Humidity 70% Secondary Clarifiers Number(Basins) 4 Size,Each 40 ft X 150 ft Sidewater Depth 18 ft(1%Slope to 19.5 ft) Surface Area,Each 6000 ft2 ..1 141 TECHNICAL MEMORANDUM 3 Peak Surface Overflow Rate 1,370 GPD/ft2 at 32.9 MGD 1,670 GPD/ftz at 40 MGD Peak Weir Loading Rate 25,000 GPD/LF at 32.9 MGD 30,000 GPD/LF at 40 MGD Sludge Collector _ _ Non-Metallic Chain&Flight Biofoam Pumps Number 1 Type Submersible,Chopper Recirculating Capacity,Each 200 GPM @ 30-ft TDH Return Activated Sludge (RAS) Pumps Number 4 Type Submersible Column or,Immersible Non-Clog Drive _ Adjustable Capacity,Each 3.15 MGD @ 23-ft TDH 3.5 MGD @ 27-ft TDH Motor,HP 25 Design RAS Capacity 12.6 MGD (Targeting 14.0 MGD) Thickening Tank Number 2 Max.Working Volume,Gal 67,000 WAS TSS% 2%-5% Thickening Tank Mixing System Number 3 (1 Per Tank, 1 Standby) Type _ Chopper Pump with Mixing Nozzle Drive Adjustable Motor,HP 40 Rotary Drum Thickener Feed Pumps Number 2 Type Dry Pit,Horz End Suct Non-Clog Drive Adjustable Capacity,Each 400 GPM @ 50-ft TDH Motor,HP 10 Rotary Drum Thickeners Number 2 (2 Drums Each) Hydraulic Loading _ _ 400 GPM Motor,HP 3 HP per Drum Solids Capture _ _ 95%Minimum Solids Concentration 4-6% Polymer Systems (Thickening) Number 2 Type Mechanical,Hydraulic Mixing Capacity,Each_ 2.0 GPH Motor,HP 1 Sludge Loadout Pumps Number _ 2 Type Rotary Lobe Drive _ Adjustable Capacity,Each 200 GPM Motor,HP 10 ‘.1I5I TECHNICAL MEMORANDUM 3 Filtration Design Influent Flow _ 40 MGD Dry W.Influent TSS 25 MG/L Wet W.Influent TSS 75 MG/L Number 4 Type _ Cloth Disk,5 Micron Media Max Hydraulic Loading Rate 6.5 GPM/SF Max Solids Loading Rate 5.5 LB TSS/D/SF Backwash Pumps(if Needed) Number 4 Type Dry Pit Centrifugal Drive Adjustable Capacity,Each 690 GPM Motor,HP 20 Ultraviolet(UV) Disinfection Peak Instantaneous Flow 55.5 MGD (53.1+2.4 MGD Storm) Design Minimum Flow 2 MGD Storm,Plant Drain,Backwash Up to 4.5 MGD UV Transmittance 65% UV Dose 30 MJ/CM2 Effluent Disinfection 126 MPNH/100 ML,30-Day Geo-Mean 406 MPN/100 ML,Single Sample UV Lamp Type Low Pressure,High Output,Incline UV Channel Size 3'-8"X 30'-8"X 7'-8" Max Water Surface Depth 5.8' Plant Drain Pump Station Peak Instantaneous Flow 700 GPM Minimum Diurnal Flow _ 200 GPM Number Of Pumps 3 Type Non-Clog Submersible Capacity,Each 350 GPM Motor,HP 5.5 W3 Pumps Number 3 Type Vertical Turbine Capacity,Each _ 1 MGD @ 90 PSIG Motor,HP 30 Hypochlorite Chemical System (Plant Maintenance Activities) Storage Tanks 270-GAL IBC Tote Feed Pumps 2 Type Diaphragm Capacity 2 GPH Odor Control Number 4(1 Duty 1 Standby Each) Air Flow Capacity 2@1,750 ACFM,2@12,400 ACFM Fan Number 4(1 Duty 1 Standby Each) Motor,HP 2@15 HP,2@20 HP ..1 161 TECHNICAL MEMORANDUM 3 1. Assumptions and Exclusions The following assumptions and exclusions are documented for the design criteria: • The aeration basins do not include IFAS equipment. • There are no provisions for hydrocyclones or RAS chlorination to increase settleability of solids. • 7 TECHNICAL MEMORANDUM 4 Odor Control Date: March 30, 2026 Project name: Design-Build-Operate-Maintain Services for the Lake Oswego Wastewater Treatment Facility Jacobs PN: BP00152J To: Stefan Broadus/City of Lake Oswego From: Ken Galardi/Jacobs Reviewer: Scott Cowden/Jacobs Kristen Jackson/Jacobs Dave Grigsby/Jacobs Revision: Final 1. Introduction The purpose of this technical memorandum (TM)is to present the proposal odor control design for the Lake Oswego Wastewater Treatment Facility(LOWWTF). 2. Codes, Standards, Regulations, and References The odor control design will conform to the following codes,standards,and regulations,as required by the local authority. • 2024 National Fire Protection Association (NFPA)820 • 2024 Occupational Safety and Health Administration for General Industry(OSHA) • 2020 Sheet Metal and Air Conditioning Contractors National Association(SMACNA) 3. Design Criteria The Tryon Creek WWTP is located in an industrial area and odorous emissions have been reported as not an issue. However,the new LOWWTF will be located where sensitive receptors are closer,as the surrounding Foothills District evolves,and a strict off-site odor goal is a contract requirement.The odor sources will be covered and ventilated to provide odor control treatment. It is anticipated that odor levels will be low for most of the year; however,some hot days in warmer seasons may result in higher odors. The following foul air sources will be combined and directed to odor control systems: • Portland Interceptor Drop Structure. • The influent pump station (IPS)facility,the wet well and splitter box is ventilated. • The headworks facility contains covered channels,and the screen equipment has integral enclosures.The screenings washer/compactor,grit washer,and grit basins,and grit/screenings loadout room are ventilated. • The selector zones and aerated zone 1 of the aeration basins are covered and ventilated.The remaining aerated zone 2 and 3 will be covered to meet the visual criteria, but no odor control is provided. • The Truck Loadout includes odor control for the sludge loading platform connection to the top of the truck. No odor control is included for inside the Truck Loadout bay. • The rotary drum thickeners are enclosed and have odor control ventilation,and odor control is provided for the sludge storage tanks. 3.1 Odor Control Ventilation Criteria Ventilation rates for sizing odor control systems should comply with NFPA 820. In general,ventilation rates should meet the following objectives: 1 TECHNICAL MEMORANDUM • Maintain a negative pressure of 0.1-inch water column (WC)within wastewater or sludge holding tanks and raw wastewater wet wells to contain odors under the following conditions: - Dynamic liquid level changes - Estimated crack openings in storage tank covers treated as sharp-edged orifices • Maintain sufficient velocities across an opening to prevent fugitive odors when a single access cover is removed. • Provide adequate turnover rate and air scavenging within tanks to reduce corrosion resulting from hydrogen sulfide(H2S) pockets. For sludge storage tanks a slight negative pressure will contain odorous emissions from openings,such as air intakes,gaps around access doors,or when an access door is opened.The negative pressure is developed when air is being withdrawn from the tank and the open area for leakage into the tank is restricted.When the tank is being filled,the FA exhaust flow will exceed the sludge feed rate to prevent odors emitted through openings.An air turnover rate,or air exchanges per hour based on a half full tank volume, is used to determine the design air flow rate. 3.2 Odor Potential and Goals The Tryon Creek WWTP exhibits low levels of odor and odor control treatment is not currently used.The primary odor component associated with influent wastewater is H2S.The H2S level to be treated by the odor control system included in this proposal is assumed to range between 1 and 5 parts per million by volume(ppmV),with slightly higher levels expected at IPS and headworks. Less H2S is expected at solids processes; however,other reduced sulfur compounds may be present(such as methyl mercaptan and dimethyl sulfide). The odor control system for the LOWWTF is designed to meet contractual limits of less than 5 dilutions-to-threshold (D/T)at the property line as determined by dispersion modeling(AERMOD)on the highest one-hour average. 3.3 Odor Control Equipment Design Criteria The odor control system includes the exhaust fans,ductwork, dampers and odor control equipment.The odor control treatment approach is activated carbon. A separate odor control system will be used for the IPS versus the headworks and solids facilities. Each system will be located near the facilities being served to minimize the amount of ductwork. Table 3.1 summarizes the design criteria for the activated carbon adsorbers for both systems. Table 3.1-Activated Carbon Odor Control System Design Criteria IPS,Truck Loadout and Portland Headworks,Aeration Basins and Interceptor Drop Structure Description Solids Handling Criteria Criteria Quantity 1 duty and 1 standby 1 duty and 1 standby Carbon media type High capacity(0.2 gm H2S/cc High capacity(0.2 gm H2S/cc carbon) carbon) Performance requirements, H2S removal 99 percent H2S removal for inlet concentrations more than 10 ppmV; maximum of 0.1 ppmV if inlet is less than 10 ppmV Performance requirements,odor(D/T) removal 95 percent odor(D/T) removal for inlet concentrations more than 5,000 D/T; maximum of 100 D/T if inlet is less than 5000 D/T Odor Control Fan Quantity 2 2 D/T dilutions-to-threshold ppmV parts per million by volume 2 TECHNICAL MEMORANDUM 3.4 Discharge Stack Design Each odor control system will discharge treated air through a stack to help with dispersion.The following criteria will be incorporated into the stack design: • Stack diameters will be sized to maintain a minimum exit velocity of 3,000 feet per minute.This is for inducing adequate dilution through mixing of plume gases with fresh outside air to minimize offsite odor impacts. • To the extent possible,stack locations and heights will be such that stacks will extend above local recirculation zones and upwind and downwind obstacles. In addition,stacks will be located to prevent stack discharge gases from re-entering occupied spaces through intake louvers and openings. • Stacks will be uncapped to allow a full vertical exhaust jet.Any rainwater will be drained at the bottom of the stack. • Dispersion modeling will determine the stack heights necessary to achieve off-site odor goals. 3.5 Odor Control Fans Each carbon adsorber system will have a dedicated fan to ensure uninterrupted ventilation of the odor sources.The fans are directly driven to minimize maintenance associated with replacing belts.The fan speed can be manually adjusted to accommodate system changes. 3.6 Ductwork and Dampers Ductwork conveying foul air requires corrosion resistance to withstand acidic conditions resulting from H2S and warm moist air. Dampers will be the same material as the ductwork. Isolation dampers will be used at each fan for complete isolation during maintenance. Balancing dampers will be used at each air extraction point. Two air flow test ports, located on a straight run of duct and at 90 degrees apart,will be provided on each branch,stack,and common header for air flow balancing. Foul air sample ports will be used to obtain air samples for analysis on common ducts leading to the odor control system as well as at the stack discharge. Low point drains will be provided with P-traps and piped to nearby drains.All ducting shall slope in the direction of air flow by 1 percent. 4. Exclusions • Excludes collection system odor control except for the Portland Interceptor drop structure. • Excludes odor control for the existing Tryon Creek Pump Station. 3 TECHNICAL MEMORANDUM 5 Stormwater Management Date: March 30, 2026 Project name: Design-Build-Operate-Maintain Services for the Lake Oswego Wastewater Treatment Facility Jacobs PN: BPO0152J To: Stefan Broadus/City of Lake Oswego From: Debora Piemonti/Jacobs Reviewer: Marielle Coquia/Jacobs Kristen Jackson/Jacobs Dave Grigsby/Jacobs Revision: Final 1. Introduction The purpose of this technical memorandum (TM)is to present the proposal for stormwater management design of the Lake Oswego Wastewater Treatment Facility(LOWWTF). The site is located within the Foothills Flood Management Area(FFMA)and encompasses approximately six acres.The site is a bowl- like area north of Foothills Road; high ground separates it from the Willamette River to the east,Tryon Creek to the north, Oswego Pointe condominiums to the south, and State Street and the railroad to the west. Currently,stormwater is drained by a 48-inch pipe to Tryon Creek.The pipe is equipped with a flap gate at its outlet,and passive backflow valves at points of local connection in the FFMA preventing it from backflowing into the FFMA when it becomes surcharged at high river levels. During high flows,water is diverted to a nearby stormwater pond using a system of gates and pumps.The pond is manually operated and drained once capacity is available in the creek.Tryon Creek is listed as impaired for dissolved oxygen during the spawning period,which is October 15 to May 15. 2. Codes, Standards, Regulations, and References The codes and standards will conform to the following codes and references: • 2020 Lake Oswego Stormwater Management Manual • 2024 City Code and Charter of Lake Oswego I 3. Design Criteria The existing site has approximately 200,000 square feet of impervious area.The proposed redevelopment will be equal to or less than the previous amount of impervious area. City Code 38.25.001:Stormwater Management • 38.25.120: Large project is more than 3,000 square feet of new, replaced/redeveloped,or both of impervious area. • 38.25.125 a. Use maximum extent practicable to reduce post-development runoff rate,volume,and pollutant load to match pre- development conditions. i. Pre-development is assumed to be pre-settlement. b. (part 3)All projects to use retention via infiltration to extent allowed by site's infiltration capacity and setbacks designated by the stormwater management model (SWMM). c. (part 4) Infiltrate 100%of the 10-year 24-hour storm event. Provide technical analysis based on infiltration test to clarify why that is not possible. Infiltration is likely infeasible due to low infiltration rates and avoiding infiltration at the base of the steep slope to the west of the 1 TECHNICAL MEMORANDUM site. 2020 Lake Oswego Stormwater Management Manual • 2.5.2 Box: Feasibility of infiltration can be a function of soil permeability,depth to groundwater, and landslide susceptibility. Lack of site area due to development is NOT a stand-alone reason to NOT do infiltration. • 2.5.3 Design for Water Quality:Treat 80%of average annual runoff(1 inch in 24 hours). a. Table 3.1 for list of stormwater best management practices(BMPs)that provide water quality treatment b. Part 4.6 for BMP design guidelines • Table 2.1: Requirements for Large Project a. Infiltrate 10-year, 24-hour storm if feasible b. Treat 80%of average annual runoff c. Flow Control for 2-year, 5-year,and 10-year to predeveloped amount(CN=70) d. Downstream Analysis per Section 5.8 • 2.5.4: Design for Flow Control a. Not required for projects that discharge directly to the Willamette River,Tualatin River,or Lake Oswego AND that have the following: ii. Must have man-made conveyance system all the way to ordinary high water of exempt water body iii. The man-made conveyance system going to exempt water body has capacity for the new project plus any previous areas that were draining to the pipe system iv. Any erodible elements in the man-made system are adequately stabilized to prevent erosion under conditions noted above. • 6.3.1: Floodplains:Stormwater facilities must be designed 3.3 feet above the highest base flood elevation reached on the property during the 1996 flood (as shown on LO Maps). • Section 7,table 4 Performance Standards: - 80%reduction in suspended solids, 30% reduction in copper,and 60%reduction in zinc. • Project assumes that Standard Local Operating Procedures for Endangered Species(SLOPES) is not triggered as the project does not require impacts to wetlands or work below ordinary high-water(OHW). 4. Description of Work Major components The LOWWTF occupies most of the site, leaving only small areas for stormwater facilities. Due to spatial limitations,the proposed stormwater design approach includes collecting site stormwater and conveying to the head of the LOWWTF for treatment through the facility.The proposed system complies with SWMM requirements for water quality and flow control. Calculations The expected surface water flows were calculated using the Simple Rational Method. Q = CiA Where Q(cubic feet per second) is the total runoff, C is the runoff coefficient based on land use, i(inch/hour) is the intensity of the rainfall of chosen frequency for a duration equal to the time on concentration,and A is the total area (acre). C=0.9 The intensity was calculated using the ODOT intensity curves,assuming that the time of concentration for the site is 11 minutes. Preliminary hydrologic analysis using the Rational Method estimates total site runoff at approximately 3.75 cubic feet per second (2.4 million gallons per day) under 10-year design storm conditions.This flow is routed to the LOWWTF headworks. 2 TECHNICAL MEMORANDUM 5. Exclusions None. 1 131 TECHNICAL MEMORANDUM 6-1 Architectural Date: March 30, 2026 Project name: Design-Build-Operate-Maintain Services for the Lake Oswego Wastewater Treatment Facility Jacobs PN: BP00152J To: Stefan Broadus/City of Lake Oswego From: Caleb Lowery/Jacobs Reviewer: Geoff Kirsten/Jacobs Kristen Jackson/Jacobs Dave Grigsby/Jacobs Revision: Final 1. Introduction The purpose of this technical memorandum (TM)is to present the proposal architectural design of the Lake Oswego Wastewater Treatment Facility(LOWWTF). 2. Codes, Standards, Regulations, and References All facilities will be designed to conform to the following architectural design-related codes,standards,and regulations,as required by the local authority. • Building Code: 2025 Oregon Structural Specialty Code(OSSC) • Fire/Life Safety: 2025 Oregon Fire Code(OFC) • Energy Code: 2025 Oregon Energy Efficiency Specialty Code(OEESC)and 2022 American Society of Heating, Refrigerating, and Air Conditioning Engineers(ASHRAE)90.1 Energy Standard for Buildings • Accessibility: 2025 Oregon Structural Specialty Code, Chapter 11—Accessibility(OSSC)and in accordance with 2017 ICC A117.1. • Development Standards: City of Lake Oswego, OR—City Code, Chapter 50. 06.001.5; Commercial, Industrial, and Multi-Family Development not located in the Foothills Mixed-Use (FMU)Zone, and Minor Development in the R-DD(Res- Detached/Duplex)Zone Standards for Approval (Industrial Zone,City Code). • The proposed Lake Oswego Wastewater Treatment Facility is defined as a "major public facility,"which is a permitted use in the City's Industrial(I)zone.General development standards include: — Maximum building height of 50 feet. — Maximum Floor Area: 1.0:1. — Design standards include: • The design of structures must show complementary relationship to adjacent buildings"of good design"with regard to materials,setbacks, roof lines, height,and overall proportions. • Design elements(awnings, lights,windows) must be complementary to style of structures. • Mechanical equipment must be screened or in locations where they will not be visible. • Design must complement and preserve existing natural landforms,trees,and shrubs. • Assumption that there are no public spaces at the LOWWTF. • Assumption that there is no visible water surfaces of treatment process water. Grating suffices as a cover option. 1 TECHNICAL MEMORANDUM 6-1 I 3. Fire Suppression System No facilities are planned to include an automatic fire suppression system based on OSSC requirements. No additional requirements per local ordinance have been determined. Fire extinguishers will be stationed in all facilities in compliance with code requirements and will be generally located at main points of egress. 4. Sanitary and Safety Provisions Required plumbing fixtures for the LOWWTF will be provided at the Administration and Maintenance Building per 2025 OSSC Plumbing Fixture Requirements(Chapter 29,Table 5.1).The minimum quantity of required fixtures(toilets, lavatories,service sinks, and drinking fountains) is based on the total building area and corresponding occupancy group and occupant load. Safety shower and eyewash stations will be provided near hazardous chemical storage, loading,and use locations.Washdown facilities, utility sinks,and hand-washing stations will be provided at process buildings,where appropriate. 5. Sustainability Tables 5.1 and 5.2 list the basic applicable data required by ASHRAE 90.1(2022),as referenced by the 2025 OEESC,for Climate Zone 4C(Clackamas County). Table 5.1—OSSC Building Envelope Insulation Rating Requirements—Fully Conditioned Building Envelope Element Required for Climate Zone 4C(Clackamas County,OR) Roofs: Insulation entirely above roof deck U-0.032(R-30 CI Min) Roofs: Metal Building U-0.037(R-30 CI or R-19C1 + R-11 Liner Min ) Walls: Mass U-0.104(R-9.5 CI Min) Walls: Metal Building U-0.060(R-15.8 CI Min) Walls: Below Grade C-0.119(R-7.5 CI Min) Slab-on-Grade Floors: Unheated F-0.520(R-15 for 24 In. Min) Doors: Non-swinging U-0.310(R-3.3 Min) Doors:Swinging U-0.370(R-2.7 Min) Vertical Fenestration: Entrance Doors Assembly maximum: U-0.63; SHGC maximum:0.33 VT/SHGC minimum: 1.10 Vertical Fenestration: Fixed Assembly maximum: U-0.36 SHGC max:0.36 VT/SHGC min: 1.10 Skylights Assembly maximum: U-0.50 SHGC max:0.40 Air Barrier(IECC C402.5) Yes Table 5.2—OSSC Building Envelope Insulation Rating Requirements—Semi-Heated Building Envelope Element Required for Climate Zone 4C(Clackamas County,OR) Roofs: Insulation entirely above roof deck U-0.093(R-10 CI Min) Roofs: Metal Building U-0.082(R-19 Min) Walls: Mass U-0.580(R Not Required) Walls: Metal Building U-0.162(R-13 Min) Walls: Below Grade C-1.140(R Not Required) Slab-on-Grade Floors: Unheated F-0.730(R Not Required) 2 TECHNICAL MEMORANDUM 6-1 Doors: Non-swinging U-0.310(R-3.3 Min) Doors:Swinging U-0.370(R-2.7 Min) Vertical Fenestration: Entrance Doors Assembly maximum: U-0.77; SHGC maximum: Not Required VT/SHGC minimum: Not Required Vertical Fenestration: Fixed Assembly maximum: U-0.55 SHGC max: Not Required VT/SHGC min: Not Required Skylights Assembly maximum: U-0.75 SHGC max: Not Required Air Barrier(IECC C402.5) Yes Source:2025 OEESC,Tables 502.1.1 and 502.1.2. Note: Project is in Lake Oswego,Oregon. 1 6. Accessibility Spaces frequented only by service personnel for maintenance, repair,and/or occasional monitoring of equipment are not required to comply with accessibility requirements(see OSSC Chapter 11,Section 1103.2.9).This includes all of the process spaces. Only the Administration Building and Maintenance Building will be accessible. Public tours are not planned for the LOWWTF. 7. Design Criteria Buildings are designed to provide functional space appropriate for the processes and the equipment being housed.Space size is determined by process function,equipment size,and operator needs for access,egress,and ease of equipment maintenance. Response to climate and local environment will be met by conformance to OEESC requirements. Facilities will be designed with forms,details,and materials consistent with the proposed architectural theme that complies with the City of Lake Oswego City Code.The Administration Building will use a unique mono-slope roof appearance and massing to set it apart from other process facilities on-site,and provide more visual interest as the primary street-facing facade. 8. Overview of Facilities A brief architectural description of each proposed building is included below: 8.1 Administration Building • A one-story facility to house the following: control room,water quality laboratory, break room,offices, restroom, and a locker room. • Building Enclosure: - Architectural wall finish with rigid insulation and furring. - Architectural wall finishes will be various colors, material types and textures to provide visual interest and distinction. - Roofing consists of sloped roof framing with metal roofing over rigid insulation.The roof will cantilever at portions to protect building entry points. - All building enclosure elements will be insulated to meet code minimum. • An automatic fire sprinkler system is not required by code and will not be provided. Portable fire extinguishers will be provided. • Chemical Storage/Hazardous Materials: Chemicals used for laboratory are below the maximum allowable quantities set by the OFC. 3 TECHNICAL MEMORANDUM 6-1 8.2 Maintenance Building • A one-story facility to house the following: maintenance shop,vehicular storage bay,and storage areas for maintenance equipment.The building will meet the envelope requirements for conditioned spaces. • Building Enclosure: - Metal building with insulated wall and roof panels. • An automatic fire sprinkler system is not required by code and will not be provided. Portable fire extinguishers will be provided. • Chemical Storage/Hazardous Materials: May be small storage of maintenance items such as lubricants and gasoline, but will be well within maximum allowable limits that do not trigger hazardous requirements. 8.3 Headworks • A facility to house the following: screens,grit washer,grit basins,grit pumps and roll-off container. • Building Enclosure: - Concrete walls and ceiling with exposed equipment on the roof. HVAC equipment on top of the facility will be screened per RFP requirements. - Majority of the facility consists of non-conditioned space and is exempt from all thermal envelope provisions of the code. Building enclosure elements at the electrical room will be insulated to meet code minimum. • An automatic fire sprinkler system is not required by code. Portable fire extinguishers will be provided. • Chemical Storage/Hazardous Materials: None. 8.4 Blower Canopy • An open metal building canopy or concrete walls and ceiling to house blowers with associated equipment/piping. • An automatic fire sprinkler system is not required by code. Portable fire extinguishers will be provided. • Chemical Storage/Hazardous Materials: None. 8.5 Solids Handling • A facility to house pumps,thickening equipment,and storage tanks. • Building Enclosure: - Metal building or concrete walls and roof slabs with exposed equipment on the roof. • An automatic fire sprinkler system is not required by code. Portable fire extinguishers will be provided. • Chemical Storage/Hazardous Materials: None. 8.6 Truck Loading • A metal building for trucks to load and remove sludge off-site.The building will be naturally conditioned and mechanically ventilated. Given it's location within the floodplain,the building will include provisions to meet City floodproofing requirements for the portion of the building below the Lake Oswego Design Flood Elevation. • An automatic fire sprinkler system is not required by code. Portable fire extinguishers will be provided. • Chemical Storage/Hazardous Materials: None. 9. Exclusions • Facilities not listed in Section 8 have no architectural components. • Excludes structural or code upgrades to the existing Tryon Creek Pump Station. • Excludes concrete wall enhancements to process basins such as pilasters,form-liners,cladding,etc. • Excludes screening of any equipment other than HVAC equipment on the roof of a building. 4 TECHNICAL MEMORANDUM 6-2 Building Services Date: March 30, 2026 Project name: Design-Build-Operate-Maintain Services for the Lake Oswego Wastewater Treatment Facility Jacobs PN: BPO0152J To: Stefan Broadus/City of Lake Oswego From: James Cutz/Jacobs Reviewer: Patrick Rausch/Jacobs Kristen Jackson/Jacobs Dave Grigsby/Jacobs Revision: Final 1. Introduction The purpose of this technical memorandum (TM)is to present the proposal building services design for the Lake Oswego Wastewater Treatment Facility(LOWWTF). 2. Codes, Standards, Regulations, and References All facilities will be designed to conform to the following mechanical, plumbing and fire protection design-related codes,standards, and regulations,as required by the State of Oregon,Clackamas County and appropriate local ordinances in effect at the start of design include: • 2025 Oregon Structural Specialty Code • 2025 Oregon Energy Efficiency Specialty Code • 2025 Oregon Mechanical Specialty Code • 2023 Oregon Plumbing Specialty Code • 2025 Oregon Fire Code Design standards for mechanical, plumbing and fire protection published or otherwise referenced by adopted Codes at the start of design include: • American National Standards Institute(ANSI) - Z9.5,American National Standard for Laboratory Ventilation (2022) - Z358.1, Emergency Eyewash and Shower Equipment(2014) • American Society of Heating, Refrigerating and Air-Conditioning Engineers(ASHRAE) - 15,Safety Standard for Refrigeration Systems (2024) - 55,Thermal Environmental Conditions for Human Occupancy(2023) - 62.1,Ventilation for Acceptable Indoor Air Quality(2022) - ASHRAE Handbooks (2025) • Sheet Metal and Air Conditioning Contractors' National Association (SMACNA) - HVAC Duct Construction Standards, Latest Edition (2020) - Seismic Restraint Manual (2024) - Fire Damper Guide(2002) • Air Moving and Conditioning Association (AMCA) 4 1 TECHNICAL MEMORANDUM • American Society of Mechanical Engineers (ASME) • American Society of Plumbing Engineers(ASPE) • National Fire Protection Association (NFPA) - 13, Installation of Sprinkler Systems(2025) - 24,Standard for the Installation of Private Fire Service Mains and Their Appurtenances(2025) - 25,Standard for the Inspection,Testing and Maintenance of Water-Based Fire Protection Systems (2026) - 45,Standard on Fire Protection for Laboratories Using Chemicals(2024) - 72, National Fire Alarm and Signaling Code(2025) - 291, Recommended Practice of Fire Flow Testing and Marking of Hydrants(2025) - 820,Standard for Fire Protection in Wastewater Treatment and Collection Facilities(2024) 3. Design Criteria This section provides an overview of the criteria serving as the design basis for HVAC, plumbing,and fire protection. 3.1 HVAC Design 3.1.1 Outdoor, Indoor Design Temperatures and Ventilation Rates Table 3.1—Project Location Project Location: 195 SW Foothills Road,Lake Oswego, Oregon 97034 Latitude: 45°25'15.40" Longitude: 122°39'29.65" Elevation: 50 ft above MSL Climate Zone: 4C Table 3.2 contains the outdoor design conditions used for the project.Climatic data are sourced from the 2021 ASHRAE Handbook- Fundamentals. Table 3.2—Outdoor Design Conditions Weather Station Location: Portland International Airport Summer: 91.7 degrees Fahrenheit(°F) Dry Bulb(DB)/67.4°F Mean Coincident Wet Bulb (MCWB) (0.4%occurrence) Summer Extreme.]: 99.2°F DB/72.5°F Wet Bulb(WB) Winter: 25.9°F DB(99.6%occurrence) Winter Extreme[b]: 21.2°F DB Degree Days Cooling(50/65°F): 2764/484 Degree Days Heating(50/65°F): 983/4179 a. Cooling Extreme Temperature(DB and WB)design condition is used for determining the derated cooling capacity of outdoor condenser units for split systems and VRF systems and for sizing evaporative cooling units. b. Heating Extreme Temperature design condition is used for design of heating components for 100%outside makeup air systems.This temperature is also used for derating the heating capacity of heat pump systems and sizing of supplemental electric or gas heat for this process ventilation load. Table 3.3— Indoor Design Temperatures 2 TECHNICAL MEMORANDUM Space Type Heating Condition Heating Design Cooling Condition Cooling Design Temperature (°F) Temperature (°F) Occupied Spaces: Occupied 72 Occupied. 75 Unoccupied 65 Unoccupied. 80 Laboratory: Design Temperature 68+/- 1°C Design Temperature 68+/- 1°C Maintenance Facility: Design Temperature 50 NA. Natural Ventilation Electrical Rooms: NA Not heated Design Temperature 75 Server Rooms: NA Not heated Design Temperature 68 Process Spaces- Design Temperature. 50 Design Temperature 104iai Insulated: Process Spaces— NA Not heated Design Temperature 104iai Uninsulated: a. Cooling is provided as ventilation-only(no refrigerant-based cooling).Temporary temperature excursions exceeding the cooling design temperature are expected to occur on days where the ambient temperature exceeds the summer ambient design temperature. 3.1.2 Ventilation, Outside Air, and Exhaust Rates Table 3.4 documents the minimum ventilation rates required by NFPA 820 for wastewater treatment plant areas and the Mechanical Code for non-process areas at the LOWWTF. Table 3.4— Minimum Ventilation Rates Space Type Minimum Ventilation Rate Minimum Exhaust Rate Ventilation Standard Occupied Spaces: Varies,contributions from both Varies, provided based on OMSC Ch.4,Table 403.3.1.1 number of occupants and floor area space type,quantity of plumbing fixtures and square footage or space pressurization Laboratory: Approximately 90%of fume hood 80 FPM wide-open fume hood ANSI Z9.5, IBC Ch. 12 exhaust air makeup and as required sash velocity for cooling Maintenance Facility: Natural ventilation openings equal to NR OMSC Ch.4,Section 402 and 4%of floor area or 10 CFM/person Table 403.3.1.1 plus 0.06 CFM/ft2 mechanical ventilation Electrical Rooms: NR; If economizer is used, provide NR OMSC Ch.4 approximately 10%OSA for pressurization Server Rooms: NR; If economizer is used, provide NR OMSC Ch.4 approximately 10%OSA for pressurization Process Spaces, 2 ACH If provided,approximately ASHRAE 62.1 Unclassified, 10% less than supply air rate Ventilated[a/ Process Spaces, 6 ACH 6 ACH NFPA 820 Unclassified by Ventilation: 3 TECHNICAL MEMORANDUM a. Not all process spaces are provided with ventilation.Refer to Section 4 below. 3.1.3 Energy Code Compliance Requirements The HVAC and service water heating systems are to comply with the applicable requirements of the 2025 Oregon Energy Efficiency Specialty Code. Facility HVAC systems and service water heating systems will be designed to comply with this code, including local amendments. 3.1.4 HVAC Redundancy Redundancy for mechanical cooling systems is provided for electrical and server rooms site wide. Redundancy will be provided in an N+1 configuration,where one additional fully sized unit will be provided in addition to the number of equally sized duty units designed to meet the peak cooling load. Redundancy will be provided for critical cooling only. 3.2 Plumbing Design This section outlines the proposed plumbing design approach for the site. 3.2.1 General Onsite plumbing utilities include potable and non-potable water supply, natural gas,stormwater,sanitary drainage,and process drainage services. Plumbing services across the new buildings and site include water(potable, non-potable), plant effluent, natural gas, building drainage(process,sanitary),and venting(sanitary). Building plumbing services requiring compliance with building codes(non-process)will be specified,designed,and constructed in accordance with the Oregon Plumbing Specialty Code with local amendments.All piping and plumbing accessories in contact with potable water that is intended for drinking will be designed and installed to comply with lead-free standard NSF-61. 3.2.2 Fixtures and Equipment The Administration Building and Maintenance Building will be equipped with low-flow plumbing fixtures for water-use efficiency. Hot water at the Administration Building and Maintenance Building will be provided,as well as for emergency eyewashes. 3.2.3 Water Services Potable water(W1)will be used on site for domestic/potable water fixtures including safety fixtures,sinks,water closets, urinals, drinking fountains,and domestic hot water systems. Hot and cold pipes will be sized as required by the Oregon Plumbing Specialty Code. Process areas will use plant water(W3)service from the plant effluent for washdown hose valves,yard hydrants,seal water, and other process spray requirements. 3.2.4 Drains and Vents The sanitary building drainage from the Administration Building and Maintenance Building will be routed to an on-site sanitary sewer manhole upstream of the influent pump station. Rain and roof drains will be piped to storm drains either directly through pipes or sheet flow on the site to catch basins.See Stormwater TM for more detail. Process area drains for collecting washdown water or for draining basins,channels or tanks will be routed to the plant drain pump station. Process drainage piping is not governed by the applicable plumbing code. 4 TECHNICAL MEMORANDUM 4. Facility Building Mechanical System Descriptions This section presents the general HVAC system and plumbing approach for each facility. Note,all electrical rooms on site are conditioned. 4.1 Administration Building The Administration Building will be conditioned. Exhaust air systems will be required for laboratory fume hood, lab storage room, toilet rooms,and janitor closet. Fume hood exhaust will be an independent system. Other exhaust air inlets will be connected to exhaust fans mounted within the energy recovery ventilators to recover energy into the outdoor air makeup required for ventilation. 4.2 Maintenance Building The Maintenance Building will provide code required outdoor air by natural ventilation, using a combination of operable windows and overhead doors.The facility will also include heating systems.The restroom will be provided with an exhaust fan and heat. 4.3 Influent Pump Station The influent pump station structure is not in a building and no HVAC systems are included.W3 will be provided for washdown purposes. 4.4 Headworks The grit loadout room is exhausted to odor control and make-up air will be provided through passive air intakes. Other headworks areas are not heated or ventilated.The grit pump room and the screenings area will be equipped with W3 washdown stations and hose racks. Drains will be provided in the grit pump room and the grit loadout room for washdown water drainage. 4.5 Aeration Basins The aeration basins have W3 washdown stations with hoses and freeze protection.The pipe gallery has supply air. No heat is included. Drains are included to collect washdown water and convey to the plant drain pump station. 4.6 Blower Canopy The blowers are not in a building and no HVAC systems are included. 4.7 Clarifiers The clarifiers are not in a building and no HVAC systems are included.W3 will be provided for washdown purposes. 4.8 Filtration The filtration facility is not in a building and no HVAC systems are included.W3 will be provided for washdown purposes. 4.9 UV Disinfection The UV disinfection facility is not in a building and no HVAC systems are included.W3 will be provided for the UV process automatic strainer and general washdown. 4.10 Solids Handling The pump room is ventilated for hazardous declassification under NFPA 820.An exhaust air system will remove air from the room.A W3 washdown station and hose rack will be provided in the basement. Drains will be provided to collect washdown and convey to the plant drain pump station. 4.11 Truck Loading The Solids Loadout Facility contains roll-up doors for truck passage and in-situ loading of solids on the truck trailer.Trucks within the facility will adhere to a plant standard operating procedure for turning off engines.As such, no exhaust ventilation or direct connect exhaust ventilation is provided.W3 will be provided for washdown. Drains are provided to convey washdown water to the plant drain pump station. 5 TECHNICAL MEMORANDUM I 5. Exclusions • Facilities not listed in Section 4 have no building mechanical component. • Excludes building mechanical, plumbing and code upgrades to the Tryon Creek Pump Station. 4 6 v TECHNICAL MEMORANDUM 6-3 Corrosion Control Date: March 30, 2026 Project name: Design-Build-Operate-Maintain Services for the Lake Oswego Wastewater Treatment Facility Jacobs PN: BPO0152J To: Stefan Broadus/City of Lake Oswego From: Dean Wenger/Jacobs Reviewer: Craig Van Horn/Jacobs Kristen Jackson/Jacobs Dave Grigsby/Jacobs Revision: Final 1. Introduction The purpose of this technical memorandum (TM)is to present the proposal corrosion control design for the Lake Oswego Wastewater Treatment Facility(LOWWTF). 2. Codes, Standards, Regulations, and References The corrosion control design and approach will be in accordance with the following codes and standards: • American Concrete Institute(ACI) - PRC-201.2-2023, Durable Concrete—Guide • American Water Works Association (AWWA) - C104, Cement-Mortar Lining for Ductile-Iron Pipe and Fittings - C105, Polyethylene Encasement for Ductile-Iron Pipe Systems - C205, Cement-Mortar Protective Lining and Coating for Steel Water Pipe-4 In. and Larger—Shop Applied - C209,Tape Coatings for Steel Water Pipe and Fittings - C214, Machine Applied Polyolefin Tape Coatings for Steel Water Pipe - C216, Heat-Shrinkable Cross-Linked Polyolefin Coatings for Steel Water Pipe and Fittings. - C217, Microcrystalline Wax and Petrolatum Tape Coating Systems for Steel Water Pipe and Fittings - C602, Cement-Mortar Lining of Water Pipelines in Place-4 In. and Larger • National Association of Corrosion Engineers International(NACE)/Association for Materials Protection and Performance(AMPP) - NACE No. 1/SSPC-SP5,Joint Surface Preparation Standard White Metal Blast Cleaning - NACE No.2/SSPC-SP10,Joint Surface Preparation Standard Near-White Metal Blast Cleaning - NACE No.3/SSPC-SP6,Joint Surface Preparation Standard Commercial Blast Cleaning - NACE No.4/SSPC-SP7,Joint Surface Preparation Standard Brush-off Blast Cleaning - SP0169,Control of External Corrosion on Underground or Submerged Metallic Piping Systems - SP0188 Discontinuity(Holiday)Testing of New Protective Coatings on Conductive Substrates - SP0274, High Voltage Electrical Inspection of Pipeline Coatings - SP0287, Field Measurements of Surface Profile of Abrasive Blast Cleaned Steel Surfaces Using Replica Tape 4 1 TECHNICAL MEMORANDUM • National Association of Pipe Fabricators(NAPF)-500-03, Surface Preparation Standard for Ductile Iron Pipe and Fittings in Exposed Locations Receiving Special External Coatings and/or Special Internal Linings. • The Society of Protective Coatings(SSPC), now AMPP - PA 1,Shop, Field, and Maintenance Painting of Steel - PA 2, Measurement of Dry Coating Thickness with Magnetic Gauges - SP1,Solvent Cleaning - SP2, Hand Tool Cleaning - SP3, Power Tool Cleaning - SP11, Power Tool Cleaning to Bare Metal - SP13,Surface Preparation of Concrete - SP16, Brush-Off Blast Cleaning of Coated and Uncoated Galvanized Steel,Stainless Steels,and Non-Ferrous Metals - SP17,Thorough Abrasive Blast Cleaning of Non-Ferrous Metals 3. Design Criteria This section evaluates the corrosivity of the exposure conditions anticipated on the project. 3.1 Atmospheric Exposure The project site is located in Lake Oswego,Oregon,south of Portland,Oregon,and next to the Willamette River.Atmospheric exposure to carbon steel and iron is expected to be moderately corrosive,typical of the Pacific Northwest region. A critical value of relative humidity occurs at approximately 60 percent,above which metallic surfaces have sufficient moisture to allow corrosion even if they are not visibly wet. The corrosion potential of building interior conditions is determined by the extent of exposed water surfaces and washdown (which contribute to humidity) and chemical uses within the particular building under consideration. However, building ventilation systems can offset these conditions to a great extent. 3.2 Immersion/Vapor Space Exposure Immersion and vapor space exposure to raw sewage and hydrogen sulfide will be corrosive to unprotected metals.Corrosion resistant alloys will be used where feasible,otherwise high-performance coatings will be used for corrosion protection. Immersion and vapor space exposure to raw sewage and hydrogen sulfide will be corrosive to concrete at certain stages of the treatment process.Wastewater and hydrogen sulfide(H2S)concrete coatings will be used to protect concrete where necessary. 3.3 Buried Exposure 3.3.1 Metals Soil corrosivity testing was performed as part of the geotechnical explorations.Samples were tested for pH,saturated minimum resistivity,sulfide,water soluble sulfate,water soluble chloride,and oxidation-reduction potential (ORP).The results of the testing are presented in Table 3.1.The results indicate that buried metal piping should include cathodic protection due to the likelihood of sulfate reducing bacteria being present in the soil;therefore,cathodic protection is included. 2 TECHNICAL MEMORANDUM Table 3.1—Soil Corrosivity Test Data from Jacobs geotechnical borings, performed by Specialty Analytical Sample pH Resistivity Sulfide(mg/kg) Sulfate (mg/kg) Chloride ORP (mV) (ohm-cm) (mg/kg) B-1-25 4.67 4,450 1,100 61.2 ND ND B-2-25 6.41 5,900 42.3 17.3 3.22 83 B-3-25 7.27 11,000 2,140 35.4 4.50 145 B-4-25 7.13 4,100 1,120 16.0 ND 87 B-5-25 7.01 7,100 2,110 12.9 ND 161 Additional geotechnical soil corrosivity testing was performed by EPCOR and the results are provided in Table 3.2 for an additional point of reference. Table 3.2—Soil Corrosivity Data Provided in the EPCOR Geotechnical Report Sample pH Resistivity(ohm- Chloride (ppm) Sulfate(ppm) Sulfate(% by cm) mass) W-1(7-8 ft) 7.2 4,100 23 190 0.019% W-2(0.3 ft) 7.2 2,800 14 <10 <0.001% W-3(22.5 ft) 7.4 4,600 <10 150 0.015% W-6(4.5-5 ft) 8.0 1,000 20 1400 0.14% Resistivity: Based on the lab saturated minimum resistivity values,the soils range from highly corrosive to moderately corrosive. pH Sample B-1-25 has an acidic pH of 4.5,which will be very corrosive to unprotected carbon steel and iron. In addition to the acidic pH, there is a high concentration of sulfides in this borehole,suggesting that there is a fair possibility of encountering sulfate reducing bacteria in the soil,which creates extremely corrosive conditions toward most metals. Other samples are near neutral, between 6-8. However,samples B-2-25 and B-4-25 have high levels of sulfide and ORP values <100mV,which indicates a possibility of encountering sulfate reducing bacteria, in accordance with Appendix A of AWWA C105. Sulfides Sulfides were present in each sample tested as part of Jacobs' investigation.As mentioned in the pH section,sulfides can be indicative of the presence of sulfate reducing bacteria.These bacteria present extremely corrosive conditions for unprotected carbon steel and iron.Sulfate-reducing bacteria impact cathodic protection criteria;the-950mV polarized potential criterion in AMPP/NACE SP0169 is required if these bacteria are present in the soil. Chlorides The chloride concentration was generally low(<25 ppm) in each of the samples tested between the Jacobs investigation and the EPCOR report.Such a low chloride concentration is not expected to significantly impact the corrosion potential of the soil toward buried metals. Sulfates Sulfates are typically considered with respect to their corrosion potential towards concrete,although they can serve to increase the corrosion potential of the soil toward buried metals. In this case,the sulfate concentrations across the samples ranged from 0.0016%to 0.14%.The EPCOR sample with 1,400 ppm sulfates is classified as Class S1 in accordance with ACI PRC-201.2 and a minimum of Type II Portland cement or Type MS cement are required for sulfate resistance.The rest of the samples are considered Class SO for sulfate exposure and no special concrete requirements are necessary for sulfate resistance. 4 3 TECHNICAL MEMORANDUM 3.3.2 Non-Metallics The EPCOR geotechnical report references an Environmental Site Assessment report developed by Wood that states that the soil/groundwater is contaminated with petroleum hydrocarbons.The sampling performed as part of the study indicates that the concentration levels of contaminants are not high based on State of Oregon requirements.Therefore, material selections are based on the assumption of no presence of petroleum hydrocarbons. 3.4 Chemical Exposure — Design Approach The following chemicals are anticipated to be stored and used on the project: • Sodium Hypochlorite, 12.5%:Storage in small tanks. Potentially used for W3 residual and filter cleaning. • Polymer:Storage at Solids Building. Used for solids thickening. 3.4.1 Sodium Hypochlorite, 12.5% Sodium hypochlorite is incompatible with most metals,and general material selection will be preferred materials such as FRP or PVC.Where sodium hypochlorite is injected into steel or ductile iron piping,the pipe will be lined with an epoxy to 10-pipe diameters away from the injection point. The secondary containment area(s)will be coated with a chemical-resistant coating. The W3 piping at the sodium hypochlorite injection point includes a chemical resistant lining from the injection point to a minimum of 10 pipe diameters in length downstream of the injection point. 3.4.2 Polymer Polymer will be used for solids thickening. It can increase the conductivity of water and thereby slightly increase the corrosion potential of water.Otherwise,typical materials will not be impacted. 4. Description of Work 4.1 Major Components — Concrete Coatings Concrete coatings for wastewater/H2S exposure and for protection against biogenic sulfide corrosion will be in accordance with Table 4.1.The extent of coated surfaces will include the vapor space (ceiling and walls)and walls subject to immersion down to a minimum of one foot below the minimum water surface elevation. For some structures it may be prudent to coat the concrete floor as well. Table 4.1—Concrete Coatings for Wastewater/H2S Exposure and Protection Against Biogenic Sulfide Corrosion Facility/ Location Coating System Included Administration Building None Maintenance Building None Portland Interceptor Drop Structure(interior roof,walls,floors) Yes Influent Pump Station (interior roof,walls,floors) Yes Headworks Screens Channels(interior floors and walls) Yes Headworks Grit Head Cells and Grit Effluent Channel (interior roof,walls,floors) Yes Aeration Basins(interior,selector zones and first aerated zone, roof and walls down to 2-feet below Yes minimum water surface) Clarifiers None Filtration None UV Disinfection None 4 TECHNICAL MEMORANDUM Facility/ Location Coating System Included Effluent Junction Box None Solids Handling(interior roof,walls,floors of sludge storage tanks) Yes Truck Loading None Odor Control None Plant Drain Pump Station Wetwell (interior roof,walls,floors) Yes Stormwater Pump Station None Blower Canopy None Concrete secondary containment areas(hypochlorite and polymer,walls and floors) Yes 5. Exclusions None. I 5 I TECHNICAL MEMORANDUM 6-4 Electrical Date: March 30, 2025 Project name: Design-Build-Operate-Maintain Services for the Lake Oswego Wastewater Treatment Facility Jacobs PN: BP00152J To: Stefan Broadus/City of Lake Oswego From: Toby Palin/Jacobs Reviewer: Morgan MacRostie/Jacobs Kristen Jackson/Jacobs Dave Grigsby/Jacobs Revision: Final 1. Introduction The purpose of this technical memorandum (TM)is to present the proposal electrical design of the Lake Oswego Wastewater Treatment Facility(LOWWTF). 2. Codes, Standards, Regulations, and References All facilities will be designed to conform to the following electrical design-related codes,standards, and regulations,as required by the local authority: • 2023 Oregon Electrical Specialty Code(National Fire Protection Association [NFPA] 70—2023 National Electric Code) • 2025 Oregon Energy Efficiency Specialty Code(American Society of Heating, Refrigerating,and Air Conditioning Engineers [ASHRAE]Standard 90.1-2022) • 2025 NFPA 110,Standard for Emergency and Standby Power Systems • 2024 NFPA 820. Standard for Fire Protection in Wastewater Treatment and Collection Facilities • 2024 NFPA 101, Life Safety Code 3. Design Criteria 3.1 Reliability/Redundancy The design incorporates main-tie-main (MTM)electrical distribution gear, using a combination of switchgear,switchboards, and motor control centers(MCCs). Redundant process trains will be powered from opposite sides of the MTM gear,to reduce the number of trains offline at a time. The facility includes a centralized diesel standby power system to support critical process and control loads during a utility outage. This system will provide sufficient capacity for 12 hours of operation at full load and will comply with EPA Class 1 reliability requirements for electrical redundancy.The entire plant can be connected to the standby system. In accordance with NFPA 110, load shedding will be implemented for non-essential loads when generator capacity is insufficient to power all plant systems.The plant control system will manage load shedding and enable a controlled restart, prioritizing critical loads and preventing generator overload. 3.2 Utility Coordination Portland General Electric(PGE)will serve as the utility provider for the LOWWTF.The City submitted an application for electrical service to PGE,and PGE has completed a System Impact Study confirming their ability to supply the requested power. The initial plan is to connect to PGE via existing overhead power lines located on the west side of the site. PGE will provide redundant transformers feeding the plant's main switchgear. 4 1 TECHNICAL MEMORANDUM The project does not include participation in PGE's Dispatchable Standby Generation Program,which offers cost-sharing for the standby power system. Under this program, PGE can operate the standby generators during periods of high utility demand.Jacobs can support the city in investigation or and participation in this program, but this is not the basis of our Proposal. 3.3 Electrical Distribution The main distribution system will be an MTM low voltage switchgear(480V).This main switchgear will be in the Electrical Building. It will have a transfer controller to connect both sides of the switchgear to a standby power system. 3.4 Facilities Electrical approaches for facilities are described below,see one-line diagram for details. Equipment List is included in Table 1. 3.4.1 Electrical Building The Electrical Building sub-feeds all of the unit processes at the LOWWTF and the Administration and Maintenance Buildings. Utility transformers and the plant standby power system are located next to the Electrical Building. Spare conduit is provided to the Administration Building parking lot to allow for future photovoltaic(PV)and electric vehicle(EV)charging. 3.4.2 Influent Pump Station The influent pump station (IPS) has an electrical room and power distribution equipment.The IPS will be powered from the main electrical switchgear in the Electrical Building.All loads in the IPS will be connected to the centralized standby power system. 3.4.3 Headworks Process equipment and facility loads in the Headworks Building will be powered from power distribution equipment in the Electrical Building.This includes the solids thickening equipment. 3.4.4 Aeration Basins All electrical loads for the aeration basins are powered from the Electrical Building.The main loads for the aeration basin facility are blowers,gates and mixers. 3.4.5 Clarifiers The Clarifier Facility will be fed from the Electrical Building.The main loads for the clarifier facility include return activated sludge (RAS)and biofoam pumps. 3.4.6 Filtration The filtration facility includes a cloth disk filter package system,that is powered from the Electrical Building.All equipment in the filtration facility will be connected to the standby power system. 3.4.7 UV Disinfection UV disinfection is powered from the Electrical Building.There are transformers and distribution panelboards outdoors at the UV facility to derive a neutral and provide power to the UV system for each of the three channels. 3.5 Lighting 3.5.1 Outdoor Lighting To address City requirements and minimize light pollution, all outdoor lighting will comply with the City of Lake Oswego Charter and be DarkSky compliant. Fixtures will use a warm color temperature of 3000K,and lighting along maintenance routes will not exceed an average of 0.3 footcandles. Maintenance lighting for outdoor process areas will also be DarkSky compliant but may provide higher illumination levels when required for safety and task performance.These lights will be manually controlled and normally remain off. Maintenance lighting will be installed at all critical process locations, including: • Influent pump station • Headworks • Aeration blowers • Aeration basin 2 TECHNICAL MEMORANDUM • Clarifiers • Filtration • UV disinfection • Solids handling Area lighting poles will not exceed a maximum height of 22 feet. 3.5.2 Indoor Lighting Indoor lighting shall provide suitable lighting levels for all process and people spaces. Lighting in process areas shall meet environmental criteria, including wet, corrosive, and hazardous combustible areas. Lighting fixtures and controls shall meet the energy efficiency requirements of 2025 Oregon Energy Efficiency Specialty Code(ASHRAE Standard 90.1-2022). 4. Exclusions None. Table 1—Equipment List Facility Type Quantity Capacity(EA) Influent Pump Station Wetwell 1 Non-Clog Submersible 4 4 MGD,70 HP Wetwell 2 Non-Clog Submersible 3 19 MGD,335 HP Wetwell 3 Non-Clog Submersible 3 1250 GPM,40 HP Headworks Screening&Screen Conveyor Perforated Plate 2 8 MGD Perforated Plate 3 19 MGD,250 HP Screening Washing and Dewatering Reversing Auger 2 N/A Grit Removal Stacked Tray 2 20 GPM/ft2 Grit Pumps Recessed Impeller 2 300 GPM Grit Washing and Dewatering Conical Clarifier with Fluidized Bed 2 N/A Aeration Basins Mixers Submersible 16 8.3 HP Biofoam Pumps Submersible,Chopper Recirculating 2 200 GPM @ 30-ft TDH Drain Pump Self-Priming Non-Clog 1 700 GPM @ 40-ft TDH Positive Displacement, Rotary Blowers Screw 5 3,700 SCFM,300 HP Diffusers Fine Bubble N/A N/A Secondary Clarifiers Sludge Collector Non-Metallic Chain&Flight 8(2 Per Clarifier) N/A Return Activated Sludge Pumps Submersible Column 4 3.15 MGD @ 23-ft TDH or, Immersible Non-Clog 4 3.5 MGD @ 27-ft TDH Biological Foam Pit Pumps Submersible,Chopper Recirculating 1 200 GPM @ 30-ft TDH Thickening Tank 3(1 per Tank, 1 Thickening Tank Mixing System Chopper Pump with Mixing Nozzle Standby) N/A Dry Pit, Horizontal End Suction Non- Rotary Drum Thickener Feed Pumps Clog 2 400 GPM @ 50-ft TDH Rotary Drum Thickener Rotary Drum 2(2 Drums Each) 400 GPM,3 HP Polymer System Mechanical, Hydraulic Mixing 2 2.0 GPH, 1 HP ‘.13 TECHNICAL MEMORANDUM Sludge Loadout Sludge Loadout Pumps Rotary Lobe 2 200 GPM, 10 HP Sludge Loading Platform Articulating N/A N/A Filtration Filtration Cloth Disk,5 Micron Media 4 6.5 GPM/SF Backwash Pumps Dry Pit Centrifugal 4 690 GPM,20 HP Ultraviolet(UV)Disinfection UV Lamp Type Low Pressure, High Output, Incline 3 Channels 30 MJ/cm2 Plant Drain Pump Station Pumps Non-Clog Submersible 3 350 GPM W3 Pumps Pumps Vertical Turbine 3 1 MGD, 30 HP Hypochlorite Chemical System(Plant Maintenance Activities) Feed Pumps Diaphragm 2 2 GPH Storage Tanks IBC-Tote 1 270-GAL Odor Control Odor Control System Activated Carbon 4 2@1,750 acfm, 2@12,400 acfm Centrifugal Fan 4 2@15 HP, 2@20 HP Miscellaneous Diesel Generator 4 600kW Gates Gates, Full Aperture Sealing Slide Gates Gates, Fabricated Slide Automatic Composite Sampler :, I 4 I TECHNICAL MEMORANDUM 6-5 Preliminary Geotechnical Analyses and Recommendations Date: March 30,2026 Project name: Design-Build-Operate-Maintain Services for the Lake Oswego Wastewater Treatment Facility Jacobs PN: BPO0152J To: Stefan Broadus/City of Lake Oswego From: Ben Hoffman/Jacobs Reviewer: Todd Cotten/Jacobs Kristen Jackson/Jacobs Dave Grigsby/Jacobs Revision: Final 1. Introduction The purpose of this technical memorandum (TM)is to summarize available subsurface information and present geotechnical proposal design criteria for the Lake Oswego Wastewater Treatment Facility(LOWWTF). 2. Codes and Standards The following codes and standards were used to develop geotechnical design concepts and preliminary recommendations summarized in this memorandum: • 2025 Oregon Structural Specialty Code,which is based on the 2024 International Building Code(International Code Council [ICC] 2024a), 2024 International Fire Code(ICC 2024b),and 2024 International Existing Building Code(ICC 2024c). • Minimum Design Loads and Associated Criteria for Buildings and Other Structures (American Society of Civil Engineers [ASCE] 2022), including Supplements 1, 2,and 3; hereinafter referred to as ASCE 7-22. It is Jacobs' understanding that the proposed structures for the LOWWTF can be divided into the following two general risk categories,defined in Chapter 16 of the International Building Code(ICC 2024): • Risk Category III: Buildings and other structures that represent hazard to human life in the event of failure. • Risk Category IV: Buildings and other structures designated as essential facilities and buildings where loss of function represents a substantial hazard to occupants or users. A breakdown of each of the proposed structures and which Risk Category each will be designed for is provided in Technical Memorandum:Resiliency, Design-Build-Operate-Maintain Services for the Lake Oswego Wastewater Treatment Facility(Jacobs, 2026). 3. Available Subsurface Information Multiple geotechnical exploration programs have been performed at the project site and results of each exploration program were used to develop recommended geotechnical design parameters as well as geotechnical design and construction recommendations. Results of the geotechnical exploration programs are documented in the following reports: • City of Lake Oswego Wastewater Treatment Facility Geotechnical Report(WSP 2023) • Geotechnical Data Report (Jacobs 2025) • Geophysical Reconnaissance: Data Report(Siemens&Associates 2025) 4. Geotechnical Analyses and Recommendations Section 4 summarizes the conceptual level geotechnical analyses and resulting preliminary recommendations developed for the proposal design of the LOWWTF. 1 TECHNICAL MEMORANDUM 6-5 4.1 General Subsurface Conditions Based on review of soil borings and test pits advanced across the project site and presented in the geotechnical reports(WSP 2023 and Jacobs 2025),the general subsurface conditions consist of undocumented fill, underlain by alluvium, underlain by highly weathered bedrock, underlain by slightly weathered to fresh bedrock.The following layer descriptions summarize the general condition of each of the four soil layers encountered at the project site in the order in which they are encountered: • Layer 1,Undocumented Fill:The undocumented fill layer is found at the existing ground surface across the site.The layer thickness is not clearly defined but was generally observed to be less than 10 feet thick during site exploration.The fill material generally consists of gravel,sand,and silt with some construction or other man-made debris as well as occasional cobbles and boulders. • Layer 2,Alluvium:The alluvial soil layer is present below the surficial fill,and the thickness of the layer varies greatly across the site,as the depth to bedrock also varies greatly across the site.The alluvial soil generally consists of interbedded clay, silt,sand, and gravel and was found to have highly variable density/consistency with coarse-grained soil ranging from very loose to dense and fine-grained soil ranging from soft to stiff. Occasional cobbles and boulders as well as large organic material (timbers)were encountered within the alluvial soil,especially near the base of the layer. • Layer 3,Highly Weathered Bedrock:The highly weathered bedrock(weathered basalt) layer is present below the alluvial soil, and the thickness of the layer was observed to generally range from 2 to 5 feet.The weathered basalt can be described as a residual soil with basalt cobbles and boulders in a matrix of clay,silt,sand, and gravel (basalt fragments).The weathered basalt is dense to very dense. • Layer 4,Slightly Weathered to Fresh Bedrock:The slightly weathered to fresh bedrock(basalt) layer is present below the highly weathered bedrock and was generally observed to be massive and hard with moderate to widely spaced fracturing and jointing. More detailed subsurface data and information can be found in the geotechnical reports(WSP 2023 and Jacobs 2025). 4.2 Groundwater Groundwater elevations at select exploration locations have been measured and will continue to be measured where possible.At most locations,groundwater has been measured to be present between approximately 5 and 10 feet below ground surface but can be shallower in some areas at the site. In general terms,the groundwater elevation slopes from west to east toward the Willamette River,with an estimated elevation of 40 feet near the western site boundary and an estimated elevation of 24 feet between the center of the site and eastern site boundary. More detailed groundwater data can be found in the geotechnical reports(WSP 2023 and Jacobs 2025). 4.3 Seismic Design Parameters Seismic design parameters for the project were developed using the online ASCE 7 Hazard Tool. Based on geophysical testing measurements and results obtained at the project site (Siemens&Associates 2025),the site has been classified as Site Class C.Table 1 presents the recommended seismic design parameters developed using the online ASCE 7 Hazard Tool. Table 1—Recommended Seismic Design Parameters Parameter Description Value PGAM MCEG PGA adjusted for Site Class C(g) 0.46 Ss Mapped short-period (at 0.2 second)spectral acceleration (g) 0.94 S1 Mapped long-period (at 1 second)spectral acceleration (g) 0.35 SMs Site-adjusted MCER spectral acceleration at short period (0.2 second)(g) 1.05 SM1 Site-adjusted MCER spectral acceleration at 1 second (g) 0.49 SDS Design short-period (0.2 second)spectral acceleration (g) 0.70 SD1 Design 1 second spectral acceleration (g) 0.33 TL Long-period transition period (sec) 16 Source:ASCE Hazard Tool(https://ascehazardtool.org/) 2 TECHNICAL MEMORANDUM 6-5 Abbreviations: g=acceleration due to gravity MCE=maximum considered earthquake MCEG=maximum considered earthquake geometric mean MCER=risk-targeted maximum considered earthquake PGA=peak ground acceleration sec=seconds 4.4 Seismic Hazards 4.4.1 Liquefaction and Post-Liquefaction Settlement Soil liquefaction is the phase change phenomenon whereby a saturated soil substantially loses strength and stiffness in response to cyclic shear stress induced by earthquake shaking. In general, liquefaction is more likely to occur in loose and saturated granular soil (silty sand,sand,and gravel),although some low plasticity silt and clay may also be susceptible to liquefaction-type behavior, which is usually referred to as"cyclic softening."The susceptibility of a soil deposit to liquefaction is a function of the in situ stress state of the material,degree of saturation,soil grain size, relative density, percent of fines,age of deposit, plasticity of fines, earthquake ground motion characteristics,and several other factors. A preliminary liquefaction screening of each of the soil borings advanced at the project site(WSP 2023 and Jacobs 2025)was performed using the Youd et al. (2001) method to determine liquefaction triggering. Results of the preliminary liquefaction screening showed that isolated lenses of soil within the layer of alluvium in some, but not all, of the soil borings were determined to be potentially susceptible to liquefaction. Post-liquefaction settlement was estimated using procedures developed by Ishihara and Yoshimine(1992)and by Tokimatsu and Seed (1987). Using the available soil boring data and estimated thickness of layers susceptible to liquefaction,the estimated magnitude of post-liquefaction settlement across the project site ranges from 0 to 4 inches. 4.4.2 Lateral Spread and Seismic Slope Instability Lateral spread is defined as the finite, lateral displacement of gently sloping ground as a result of liquefaction in a shallow underlying deposit during earthquake loading.As discussed previously,soil layers susceptible to liquefaction are present at the project site. However, lateral spread is not considered a hazard present at the project site due to the contour of the top of bedrock across the site.Specifically,the eastern side of the site is bounded from north to south by basalt bedrock located just below the ground surface.This shallow bedrock would act as a buttressing force to any lateral soil movement caused by liquefaction of alluvium located west of and deeper than the shallow bedrock along the east side of the site. Due to existing and final grades across the portion of the site that will be developed for the project,seismic slope instability is not considered a hazard for the part of the site that will be developed for the project. However,there is a relatively steep slope that exists above the project along the western boundary of the site that was evaluated for seismic slope instability.A summary of the evaluation for this existing relatively steep slope is summarized in Section 4.7 of this TM. 4.4.3 Tectonic Deformations and Surface Fault Rupture Tectonic deformations result from fault displacements or regional uplift and subsidence during an earthquake. Because no known faults cross the project site,fault displacements and surface ruptures are not anticipated. Regional uplift and subsidence are generally associated with ruptures along subduction zones.Given that the site is located approximately 70 miles from the Cascadia Subduction Zone, minimal uplift and subsidence are estimated for the project site. 4.5 Lateral Earth Pressures Lateral earth pressures acting on buried structures and retaining walls proposed for the project can be influenced by the following: • Amount of wall movement, if any • Sequence of construction • Backfilling methods and materials • Groundwater levels • Presence of surcharge loads • Presence of earthquakes or other dynamic forces 3 TECHNICAL MEMORANDUM 6-5 For lateral earth pressure analyses presented in the Sections 4.5.1 and 4.5.2, it is assumed that imported backfill placed against buried structures and retaining walls will consist of crushed rock that is free-draining and has a total unit weight and internal angle of friction equal to 130 pounds per cubic foot and 35 degrees, respectively,or native overburden soil (existing fill and alluvium)with a total unit weight and internal angle of friction equal to 120 pounds per cubic foot and 32 degrees, respectively. 4.5.1 Static Lateral Earth Pressures Three different states of static lateral soil pressure can act against buried structures and retaining walls:the at-rest state,the active state,and the passive state.At-rest earth pressures are used when the structure is not permitted to move,acting completely rigid, such as a partially buried tank or any other buried structure.Active pressures are used when the top of the wall or structure is permitted to move away from the backfill,and the backfill has sufficient strength to resist creep and reconsolidation (for example, crushed rock backfill). Passive earth pressures are used to estimate the soils resistance to lateral loading from walls and other structures. The recommended static lateral earth pressure coefficients for the three states of stress described are listed in Table 2 for imported backfill and native overburden materials under static conditions with level backfill that is assumed to be free draining.Table 2 also lists the recommended equivalent fluid pressures and lateral load distributions for the same three states of stress. Lateral earth pressure parameters were developed using Rankine, Coulomb,and Log-Spiral theories. 4 4 TECHNICAL MEMORANDUM 6-5 Table 2—Lateral Earth Pressures for Design Earth Pressure Coefficient Equivalent Fluid Pressure (pcf*feet) State of Stress Imported Backfill Native Overburden Imported Backfill Native Overburden At-Rest, Ka 0.43 0.47 56*H 56*H Active, KA 0.25 0.28 33*H 34*H Passive, Kp 6.70 5.70 871*H 684*H Active Dynamic, KAE 0.41 0.45 53*H 54*H with movement Active Dynamic, KAE 0.70 0.78 91*H 94*H little or no movement General Notes: 1. The magnitude of lateral earth pressure at a given height of wall is presented in units of pcf per foot of wall height(H).The wall height is the distance between the ground surface and the base of the wall.Walls should be designed to resist surcharge loads and adjacent at-grade structures.The lateral earth pressure caused by a uniform surcharge load is equal to the anticipated surcharge load multiplied by the applicable earth pressure coefficient KO,KA,or Kp. 2. Substantial movement must take place before the available passive pressure is mobilized.Therefore,a reduced value of passive pressure one- third to one-half of the total passive pressure should be used when calculating resistance to thrust or sliding.The reduced value will depend on the amount of movement allowed by the structural designer. 3. Equivalent fluid pressures were calculated for imported backfill using an estimated moist unit weight of 130 pcf and an angle of internal friction of 35 degrees.Equivalent fluid pressures were calculated for native overburden soil using an estimated moist unit weight of 120 pcf and an angle of internal friction of 32 degrees. 4. For drained earth pressures to be used for design,provisions for adequate drainage behind the wall must be included for all service-life conditions of the structure. 5. Compaction within 3 horizontal feet of the walls should be performed with lightweight,hand-operated equipment so that compaction-induced lateral stresses are limited.If heavy or large equipment is used for compaction immediately adjacent to the arch culvert,lateral stresses will be larger than those listed in this table. 6. Several inches of movement of the buried structure is required in order to use the active dynamic with movement earth pressure coefficient listed in this table. If the buried structure cannot accommodate several inches of movement,the active dynamic with little or no movement earth pressure coefficient listed in this table should be used for design. Abbreviations: H=height of wall pcf=pounds per cubic foot 4.5.2 Seismic Lateral Earth Pressures The dynamic(seismic)active pressure was calculated using the Mononobe-Okabe method (Seed and Whitman 1970, Mononobe and Matsuo 1929,and Okabe 1926). Using the Mononobe-Okabe method,the lateral earth pressure loads from static and seismic loading are calculated as follows: EAE=%•yH2•KAE (resultant static plus seismic active force) Where: EAE= lateral active earth pressure force, including static and seismic conditions y=total unit weight of the soil H=wall height KAE=seismic active earth pressure coefficient The seismic active earth pressure coefficient(KAE)was determined using the soil properties for the imported backfill and native overburden materials and a seismic coefficient of 0.23g(50 percent of the MCEG peak ground acceleration [PGA] adjusted for Site Class C,0.46g,as shown in Table 1).The resulting KAE values for each of the materials are listed in Table 2,as well as the recommended equivalent fluid pressures. 5 TECHNICAL MEMORANDUM 6-5 The use of 50 percent of the PGA assumes several inches of movement is permissible during seismic loading.The resulting KAE and equivalent fluid pressures using a seismic coefficient of 0.46g are also listed in Table 2 for each of the materials. 4.6 Foundation Recommendations The project will include both Risk Category III and Risk Category IV structures as defined in Chapter 16 of the 2024 International Building Code(ICC 2024a). Based on preliminary evaluations,the following general recommendations for each Risk Category foundation approach should be used for conceptual design for the project: • Risk Category III Structures:The native overburden soil layers present at the site should adequately support and will meet general design criteria required for Risk Category III structures supported on shallow foundations. However,the native overburden soil may require removal of unsuitable material and replacement of imported foundations stabilization material in some structure areas across the site. • Risk Category IV Structures:The native overburden soil layers present at the site will not adequately support and will not meet general design criteria required for Risk Category IV structures supported on shallow foundations.Therefore,conceptual design for Risk Category IV structures assumes that drilled shaft or micropile foundations will be installed and socketed into the slightly weathered to fresh bedrock layer to transfer Risk Category IV structure loads to the bedrock layer.As an alternative foundation solution,the native overburden layers can be removed down to competent weathered bedrock or fresh bedrock and replaced with imported granular fill that is placed and compacted in lifts in all project site areas supporting Risk Category IV structures. Sections 4.6.1 and 4.6.2 summarize preliminary analyses and recommendations for structure foundations. 4.6.1 Shallow Foundations 4.6.1.1 Allowable Bearing Capacity Bearing capacity analyses for shallow foundations have been performed for the general foundation preparation approaches described previously for Risk Category III,In addition,bearing capacity analyses have been performed for Risk Category IV structures should the foundation design approach change to removal and replacement of native overburden layers.Bearing capacity analyses were performed using the ultimate bearing capacity equation for shallow foundations(slab-on-grade and spread footings)developed by Vesic(1975).An equivalent footing with dimensions of 12 feet by 12 feet was used in the analysis to best model a slab-on-grade foundation,and a square footing with dimensions of 4 feet by 4 feet was used to best represent shallow footing foundations. Ultimate bearing capacity values represent the bearing capacity of the soil for a factor of safety equal to 1.Jacobs recommends that a factor of safety equal to 3 be applied to the ultimate bearing capacity values in order to determine an allowable bearing pressure for use in design. Based on the analyses,Table 3 summarizes results of the preliminary allowable bearing capacity analyses performed for both risk categories and multiple foundation configurations. Table 3—Allowable Bearing Pressure Minimum Allowable Bearing Foundation Depth Pressure Structure Description) Foundation Type (feet)2 (ksf)3 Risk Category III Slab-on-grade 1 2.8 General structures with no over-excavation Spread footing 2 2.3 Risk Category IV Deep basins with over-excavation to bedrock Slab-on-grade 5 9.3 Risk Category IV Slab-on-grade 1 4.4 General Structures with over-excavation to bedrock Spread footing 2 3.6 Notes: 1. Minimal over-excavation anticipated for Risk Category III structures.Over-excavation of overburden soil to competent weathered bedrock or fresh bedrock required for Risk Category IV structures. 2. Minimum foundation depth below finished grade. 3. Allowable bearing pressure includes a factor of safety of 3 applied to ultimate bearing capacity. Abbreviations: ksf=kips per square foot 6 TECHNICAL MEMORANDUM 6-5 4.6.1.2 Sliding As discussed previously, Risk Category III foundations will be placed on native overburden soil that primarily consists of fine-to coarse-grained cohesionless soil; Risk Category IV foundations can be placed on imported granular fill that is placed and compacted in lifts with the removal of overburden layers. Based on Table 1 on page 7.2-63 of Foundations and Earth Structures(NAVFAC 1986), the recommended coefficient of sliding friction for use in foundation design for Risk Category III and Risk Category IV structures is provided in Table 4. Table 4—Coefficient of Sliding Friction 8' Coefficient of Sliding Risk Category (deg) (tan 8') III 26 0.49 IV 30 0.58 Abbreviations: 6'=interface friction angle between foundation and soil deg=degrees tan 8'=coefficient of sliding friction between foundation and soil 4.6.1.3 Settlement For preliminary analyses purposes,Jacobs assumed that static settlement of shallow will be less than 1 inch as long as bearing pressures are limited to the allowable bearing pressure values provided in Table 3 for both Risk Category III and Risk Category IV structures. Across the site, post-liquefaction settlement is estimated to vary between 0 and 4 inches.This range of post-liquefaction settlement (and differential settlement)should be used for seismic evaluation of Risk Category III structures. Because the native overburden soil will be removed down to competent weathered bedrock or fresh bedrock for Risk Category IV structures if shallow foundations are used,any liquefiable layers will be removed and no post-liquefaction settlement is expected for the Risk Category IV structures. 4.6.2 Deep Foundations 4.6.2.1 Drilled Shafts Drilled shaft foundations are proposed for Risk Category IV structures that have relatively high axial and lateral foundation loads (such as the aeration basins and secondary clarifiers)that cannot be reasonably carried by micropile foundations. Based on geotechnical and structural evaluation of the proposed drilled shaft foundations,the following are general recommendations for conceptual design: • Minimum diameter of 24 inches • Minimum rock socket length of 5 feet(depth below top of slightly weathered to fresh bedrock layer) • Nominal axial resistance estimated to be 1500 kips per shaft • Nominal uplift resistance estimated to be 300 kips per shaft 4.6.2.2 Micropiles Micropile foundations are proposed for the remaining Risk Category IV that have lower axial and lateral foundation loads that do not need to be supported by drilled shafts. Based on geotechnical and structural evaluation of the proposed micropile foundations,the following are general recommendations for conceptual design : • Typical diameter ranging from 9 to 12 inches • Minimum rock socket length of 5 feet(depth below top of slightly weathered to fresh bedrock layer) • Nominal resistance for both compression and uplift loading estimated to be 300 to 400 kips per micropile 4.7 Global Stability Limit equilibrium methods were used to preliminarily evaluate global stability for static and seismic loading conditions for the 4 7 TECHNICAL MEMORANDUM 6-5 relatively steep slope located along the western boundary of the project site.The computer program SLIDE2 Version 9(Rocscience, 2021)was used to perform the analyses;the Spencer and GLE/Morgenstern-Price methods were used to calculate the factors of safety for each of the stability analyses performed.Additionally,a pseudo-static approach was implemented for the seismic evaluation to determine the yield acceleration, ky.The yield acceleration is defined as the acceleration applied to the pseudo-static slope stability model that results in a factor of safety equal to 1.0. Based on Newmark(1965), if the PGA value exceeds the ky value, the potential for permanent displacement of the critical failure plane exists. Methods developed by Bray and Macedo(2019)were used to determine the estimated magnitude of permanent displacement using the ky from the pseudo-static slope stability models as well as other parameters. In addition,the following assumptions were used for the preliminary global stability analyses: • A single boring, B-5-25,was advanced by Jacobs(2025)from the existing pedestrian path located on the slope above the project site.This boring was used to estimate subsurface conditions within the slope and showed that the upper 10 feet consists of firm to very stiff clay with sand and gravel that is underlain by very dense gravel and sand with clay.Subsurface conditions encountered in boring B-5-25 were used to model soil properties of the steep slope area separately from the remainder of the site. • A non-circular(block)failure surface was selected for the static and pseudo-static stability analyses. The results of the preliminary global stability analysis for static loading conditions show that the factor of safety of the existing steep slope is approximately 1.3.A minimum factor of safety equal to 1.3 meets the required criteria established in Chapter 7 of the Oregon Department of Transportation Geotechnical Design Manual (2024)for slopes adjacent to but not supporting structures. The results of the preliminary global stability analysis for pseudo-static(seismic) loading conditions show that a k,,value equal to 0.15g results in a factor of safety equal to 1.0,which is less than the PGA value of 0.46g(Table 1).Therefore,slope displacement was estimated using methods developed by Bray and Macedo(2019).A mean displacement of the upper 10 feet of the existing slope equal to 4 inches,with a range of slope displacement equal to 2 to 9 inches (plus or minus one standard deviation), was estimated for the existing steep slope.With a maximum estimated slope displacement of 9 inches, no impacts to proposed structures are anticipated due to slope displacement during and following a design-level seismic event. The results of the static and pseudo-static global stability analyses using SLIDE2 Version 9(Rocscience 2021)are provided in Attachment 1. I• Preliminary Geotechnical Design and Construction Considerations The following preliminary geotechnical design and construction considerations have been developed for the project: • The thickness of overburden soil (primarily consisting of fill material and alluvium)varies greatly across the project site. In addition,the overburden soil is relatively non-uniform and varies greatly in particle size and consistency/density.Therefore, it should be expected that loose/soft and saturated zones of unsuitable soil will be encountered during excavation and subgrade preparation and will need to be removed. • Cobbles, boulders, logs,and other large debris were encountered occasionally within the overburden soil in most areas across the project site during the geotechnical exploration programs. In addition,the highly weathered bedrock layer was found to contain cobble and boulder sized fragments of basalt. It should be expected that large material and debris will be encountered during earthwork activities required for construction and will require removal. • The same cobbles, boulder, logs,and other large debris observed within the overburden soil as well as the weathered bedrock may be encountered during installation of the proposed drilled shaft and micropile foundations.Obstructions during installation of the proposed drilled shaft and micropile foundations should be anticipated. • Native overburden soil layers present at the project site will not adequately support and will not meet general design criteria required for Risk Category IV structures supported on shallow foundations.Therefore,Jacobs recommends that the Risk Category IV structures be supported on drilled shaft and micropile foundations in order to transfer foundation loads to the slightly weathered to fresh bedrock layer.As an alternative,shallow foundations could be used to support Risk Category IV structures with the removal of overburden soil down to competent weathered to slightly weathered (or fresh) bedrock and replacement with imported granular fill that is placed and compacted in lifts. If the shallow foundation alternative is selected for Risk Category IV structures, roundwater level measurements show that groundwater elevations are located above the depth of over-excavation required (generally a difference of approximately 5 to 10 feet). Design and construction for the project should consider dewatering scope and associated costs required to keep excavations dry during overburden removal and backfilling for Risk Category IV structures. • In project site areas where native overburden soil will not be removed (or improved), post-liquefaction settlement is estimated to range from 0 to 4 inches. Risk Category III structures and other project elements such as utilities that are located where 8 TECHNICAL MEMORANDUM 6-5 unimproved overburden soil will remain should be designed considering post-liquefaction settlement and differential settlement of up to 4 inches. • A relatively steep slope borders the west side of the site and is located above and outside of the footprint of any project development.Construction required for each of the proposed facilities for the project should not negatively affect the existing stability of the steep slope.Jacobs has performed preliminary global stability analyses for static and seismic loading conditions. However, if construction of the project will require potential disturbance of the slope,such as large excavations near the existing toe of slope,Jacobs recommends that additional static and seismic global stability evaluations of this slope during subsequent phases of design for the project. 16. Exclusions In soils,foundation,groundwater,and other subsurface investigations,the actual characteristics may vary significantly between successive test points and sample intervals and at locations other than where observations, exploration, and investigations have been made. Because of the inherent uncertainties in subsurface evaluations,changed or unanticipated underground conditions may occur that could affect total project cost and/or execution. Please see our proposal assumptions and clarifications,the Prime Agreement,and the project risk register for anticipated risk allocation. 9 TECHNICAL MEMORANDUM 6-5 I 7. References American Society of Civil Engineers(ASCE). 2022. Minimum Design Loads and Associated Criteria for Buildings and Other Structures. ASCE/SEI 7-22. Reston,Virginia. Bray,J.D. and J. Macedo.2019. Procedure for estimating shear-induced seismic slope displacement for shallow crustal earthquakes. Journal of Geotechnical and Geoenvironmental Engineering, 145(12). International Code Council (ICC). 2024a. International Building Code. Falls Church,VA. International Code Council (ICC). 2024b. International Fire Code. Falls Church,VA. International Code Council (ICC). 2024c. International Existing Building Code. Falls Church,VA. Ishihara, Kenji,and Mitsutoshi Yoshamine. 1992. "Evaluation of Settlements in Sand Deposits Following Liquefaction During Earthquakes."Soils and Foundations 32(1): 173-188. March. Jacobs. 2026.Technical Memorandum: Resiliency. Design-Build-Operate-Maintain Services for the Lake Oswego Wastewater Treatment Facility. March. Jacobs. 2025.Geotechnical Data Report: Lake Oswego Wastewater Treatment Facility. Prepared for City of Lake Oswego. December. Mononobe, N.and H. Matsuo. 1929. "On the Determination of Earth Pressure During Earthquakes." Proceedings: World Engineering Conference,Tokyo, 1929. Naval Facilities Engineering Command (NAVFAC). 1986. Foundations and Earth Structures. Design Manual 7.02. Department of the Navy.Alexandria,Virginia.September. Newmark, N.M. 1965. Effects of Earthquakes on Dams and Embankments. Geotechnique, 15, 139-160. Okabe,S. 1926. "General Theory of Earth Pressures."Journal of the Japan Society of Civil Engineering 12(1). Oregon Department of Transportation (ODOT).2024.Geotechnical Design Manual. May 2024. Rocscience. 2021.SLIDE2.Version 9. Seed, H.B.and R.V.Whitman. 1970. "Design of Earth Retaining Structures for Dynamic Loads." Lateral Stresses in the Ground and Design of Earth Retaining Structures:State-of-the-art Papers Presented at 1970 Specialty Conference. Pages 103-147.American Society of Civil Engineers. New York. Siemens&Associates. 2025. Geophysical Reconnaissance: Data Report.Cultural Resources Evaluative Testing&Geotechnical Investigations, Lake Oswego,Oregon. Prepared for Jacobs.September 25. Tokimatsu, Kohji,and H. Bolton Seed. 1987. "Evaluation of Settlements in Sands Due to Earthquake Shaking."Journal of Geotechnical Engineering 113(8):861-878.August. Vesic,A.S. 1975. "Bearing Capacity of Shallow Foundations." In Foundation Engineering Handbook,edited by H.F. Winterkorn and H. Fang, pp. 121-147. New York:Van Norstrand Reinhold. 1st Edition. WSP USA Environment& Infrastructure Inc. (WSP). 2023. City of Lake Oswego Wastewater Treatment Facility Geotechnical Report. Prepared for EPCOR/AECON.July. Youd,T.L., I.M. Idriss, R.D.Andrus, I.Arango,G.Castro,J.T. Christian, R. Dobry,W.D. Liam Finn, L.F. Harder Jr., M.E. Hynes, K. Ishihara,J.P. Koester,S.S.C. Liao,W.F. Marcuson III,G.R. Martin,J.K. Mitchell,Y. Moriwaki, M.S. Power, P.K. Robertson, R.B.Seed, K.H.Stokoe II. 2001. "Liquefaction Resistance of Soils:Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils."Journal of Geotechnical and Geoenvironmental Engineering 127(10):817-833. 10 TECHNICAL MEMORANDUM 6-6 Instrumentation and Control Date: March 30, 2026 Project name: Design-Build-Operate-Maintain Services for the Lake Oswego Wastewater Treatment Facility Jacobs PN: BP00152J To: Stefan Broadus/City of Lake Oswego From: Katie Klacik/Jacobs Reviewer: Lionel Wood/Jacobs Kristen Jackson/Jacobs Dave Grigsby/Jacobs Revision: Final 1. Introduction The purpose of this technical memorandum (TM)is to present the proposal instrumentation and control design for the Lake Oswego Wastewater Treatment Facility(LOWWTF). The process control system (PCS)will provide reliable monitoring of the entire LOWWTF manual and automatic control and will enable future expansion. Primary operation will be through the supervisory control and data acquisition (SCADA)system.The primary function of the SCADA network is for communication between the programmable logic controllers(PLCs), human machine interface(HMI)system,and historian. 2. Codes, Standards, Regulations, and References This following codes,standards,and regulations will be followed: • Instrumentation,Systems,and Automation Society(ISA) • National Institute of Standards and Technology(NIST) • Underwriters' Laboratories, Inc. (UL) • American Water Works Association • National Electrical Manufacturer's Association (NEMA) • Occupational Safety and Health Administration • American National Standards Institute • National Fire Protection Association (NFPA) • NFPA 79,Annex"D"Standards,2024 • Institute of Electrical and Electronic Engineers • National Electrical Code(NFPA 70), 2026 3. Design Criteria 3.1 Facility Network The LOWWTF communication networks are primarily on Ethernet.Separate segregated networks will be provided for PCS)/SCADA functions, business functions,and other facility systems, including fire alarm and security. Each of the networks will be configured in a ring for added reliability. Firewalls will be used to provide a demilitarized zone(DMZ) between the PCS/SCADA, business,and facility networks,which will allow data access to outside users without risking the security of each network. 1 TECHNICAL MEMORANDUM 3.1.1 General Consideration • Core network and computer equipment will be in a dedicated server room located in the Administration Building.Separate network racks will be provided for fiber/copper patching, PCS/SCADA,and business/facility networks. • Network and computer equipment associated with package systems will be installed inside the package control panel to maintain package responsibility. It will not be located within the facility network interface panels(NIPs). • PCS/SCADA core servers will use a hyper-converged virtualization architecture and virtual machines to provide an available and redundant server infrastructure. 3.1.2 Segregated Networks and Demilitarized Zone The following segregated networks will be provided for connectivity of the systems. Each segregated network will use a self-healing fiber optic ring routed through the major facility.The configuration will provide for communication re-routing in the event of fiber segment problems or failure of individual network devices. • PCS/SCADA Network.The PCS/SCADA network will connect the LOWWTF's control system equipment, including SCADA servers, facility PLCs, package system PLCs,SCADA historian,and SCADA printers.The primary function of the PCS/SCADA network is for communication between the PLCs, HMI system,and historian. • Ethernet Network.The ethernet network-connected electrical system components installed in motor control centers(MCCs; electronic motor controllers,variable frequency drives [VFDs], and digital power monitors)will be pre-wired to Ethernet switches supplied with the MCCs. • Business Network.The business network will connect equipment used for the facility's business functions, including business workstations,telephones,and office printers.Typical functions of the business network include email, internet access, and IP telephone. • Facility Network.The facility network will connect all other facility-related network devices not supported by the PCS/SCADA and business networks, including security/access control,closed-circuit television, and fire alarm systems. • DMZ.A DMZ will be provided at the LOWWTF to accommodate data exchange between the PCS/SCADA network and all other LOWWTF networks.The DMZ will accommodate secure remote access for remote SCADA viewing. • Firewalls will be used to separate the DMZ from the SCADA, business,facility networks,and radio networks for communication between the LOWWTF and Points of Interconnect. • The DMZ will accommodate the servers and applications to allow historical data access,security and system updates, user authentication,secure remote access,and notifications. 3.2 Servers • PCS/SCADA Core Servers.The PCS/SCADA server infrastructure will use a hyper-converged virtualization architecture and virtual machines to provide an available and redundant server infrastructure. Local onsite backups can be stored on the network attached storage (NAS).An external hard drive can be attached to the NAS to accommodate offsite storage. • Other Servers.All other servers used in the facility will be stand-alone servers capable of operating as a virtual machine host. 3.3 SCADA HMI Workstations Workstations throughout the LOWWTF will be thin clients.There will be a single thick client located in the Administration Building. The thick client workstation will have a standard desktop format or a server rack-mounted format. 3.4 Administration Building Server Room A dedicated server room will be provided in the Administration Building for housing the core network and computer equipment for the PCS/SCADA, business, and facility networks.The room will be provided with uninterruptible power supply(UPS) power for the critical network and computer equipment loads. 3.5 Administration Building Control Room A dedicated control room will be provided in the Administration Building for daily use for access to the PCS/SCADA HMI workstations that provide operator interface for monitoring and controlling treatment plant processes. 3.6 Network Interface Panels Network and computer equipment at the major LOWWTF facilities will generally be installed in dedicated NIPs located near the 2 TECHNICAL MEMORANDUM facility PLC panel inside the facility's electrical room. 3.7 SCADA Historian The primary SCADA Historian will be located on the PCS/SCADA network.An Enterprise Historian,for access from other systems, will be located in the DMZ. 3.8 Remote Access Connectivity Remote access will be accommodated via client VPN and multi-factor authentication connecting to a secure remote access solution in the DMZ. 3.9 Remote Alarm Notification Alarm call-out will be via Ignition. Primary notification will be by SMS text. 4. Process Control System Description The PCS will provide process monitoring and control functions, alarm processing,trending,data archive,and report generation. The PCS will consist of the following: • Field-mounted instruments • Local control panels • PLC components and software • Communication networks • SCADA servers, HMI workstations, printers,and software The PCS will provide monitoring of the facility and manual and automatic control. Primary operation will be through the SCADA system.The SCADA system will also compile,store,and report operational data for use in WWTF operations using current, commercially available hardware and software. The SCADA network will connect the LOWWTF SCADA equipment, including: • PLCs • SCADA HMI workstations • SCADA servers • SCADA historian The primary function of the SCADA network is for communication between PLCs, HMI system,and historian.The SCADA network will use a ring routed through the major facilities at the LOWWTF. PLCs,together with HMI workstations,will perform the monitoring and control functions. Field input and output signals will be connected to the PLCs. MCC and VFD networks will be connected to the PLCs. The PLCs will be connected to each other and to PC-based SCADA operator HMI workstations using local area network(LAN) connections within the facility.The SCADA workstations will have HMI software applications. There will be local manual control, indication, and alarming to allow safe operation of the equipment in the event of a PLC or SCADA system failure.The PCS will be configured to allow equipment and processes to be operated automatically or manually through the SCADA system as selected by the operator. 4.1 Adjustable Frequency Drives and Motor Control Center Controls Controls interfaces will be provided on the MCC face via the MCC-supplied HIM keypad. Motor control starters include the standard circuit breaker, hardwired interlocks,and smart overload.Adjustable frequency drives(AFDs)and electronic overload devices will be connected to the PLC system via Ethernet IP controls for parameter monitoring. 4.2 Safety Interlocks Safety and equipment protection shutdown/lockout interlocks will be implemented through hardwired connection to the motor control circuit. Interlocking for personnel and equipment safety and equipment protection will not be done through the PLC or SCADA systems. Interlock logic will include a local RESET push button at the local control station.Shutdown/lockout and RESET functions will be monitored by the PLC and SCADA systems to preclude automated system operation in the event of a 3 TECHNICAL MEMORANDUM shutdown/lockout occurrence. 4.3 Programmable Logic Controllers and Locations Individual PLCs will be located in the various process areas. PLCs will be located in electrical rooms near the process areas they serve, except vendor-provided PLCs in outdoor-rated enclosures,which may be located outdoors.The PLC system will use Allen-Bradley Control Logix. The PLC software provided will be compatible with the PLC hardware provided.The software required for the PLC consists of the following types of components: • Latest version of fully licensed PLC programming and configuration software • Latest version of fully licensed communications software and drivers for supplied PLC to PC communication Distributed PLC processors, networks,and PLC power supplies units will provide system reliability for PLC and HMI systems. PLC I/O properties: • Digital inputs will be powered by 120V alternating current(AC) optically isolated,channel-to-channel. • Digital outputs will be isolated dry relay contacts rated for 120V AC for hardwired circuit operation. • Analog inputs will be 4-to 20-milliampere (mA)direct current(DC),optically isolated,channel-to-channel,signals from powered transmitters or 24V DC looped, powered from the PLC cabinet. • Analog outputs will be isolated 4-to 20-mA DC signals. 4.4 Package System Controls Some instrumentation and controls will be furnished with packaged system controls, including PLCs, by the equipment manufacturer.The package system controls will include PLC data I/O for data monitoring with the LOWWTF SCADA system network. 4.5 Enclosures and Panels A local control panel will be provided at each remote facility and at each PLC. Enclosures and panels will be located in control rooms or if not available, in electrical rooms.Within control panels,all field wiring will be terminated at terminal blocks. 4.6 Uninterruptible Power Supply Each PLC will be provided with backup power during power failure transitions from a UPS located in the vicinity of the PLC panel.The UPS will provide a reliable source of uninterruptible power with no break in air-conditioning output power during a complete or partial interruption of incoming line power. UPS status(health)will be monitored by the SCADA system. (Refer to Electrical Technical Memorandum.) 5. Exclusions • Excludes communication with collection systems. • Excludes communications with Columbia Boulevard WWTP,Tryon Creek WWTP and the existing Tryon Creek Pump Station. 4 TECHNICAL MEMORANDUM 6-7 Process Mechanical Date: March 30, 2026 Project name: Design-Build-Operate-Maintain Services for the Lake Oswego Wastewater Treatment Facility Jacobs PN: BPO0152J To: Stefan Broadus/City of Lake Oswego From: Jason Krumsick/Jacobs Reviewer: John Simonds/Jacobs Kristen Jackson/Jacobs Dave Grigsby/Jacobs Revision: Final 1. Introduction The purpose of this technical memorandum (TM)is to present the proposal Process Mechanical design of the Lake Oswego Wastewater Treatment Facility(LOWWTF). I 2. Codes, Standards, Regulations, and References All facilities will be designed to conform to the following process mechanical design-related codes,standards,and regulations for piping,valves,and process equipment. Codes • 2024 National Fire Protection Association (NFPA)820.Standard for Fire Protection in Wastewater Treatment and Collection Facilities Standards • American Water Works association (AWWA) • American Society of Mechanical Engineers (ASME) • American National Standards Institute • National Fire Protection Association (NFPA) • Occupational Safety and Health Administration 3. Design Criteria Equipment • Required space for equipment removal/replacement/maintenance will be provided. • Equipment and panels will be mounted on equipment pads to protect from washdown. • For pumps,compressors,and other rotating equipment where parallel units are provided,the orientation of the drive and the rotation shall be identical. • Pumps used for sludge shall be arranged to minimize the distance and number of bends through which the liquid must be conveyed to the pump suction. • Adequate headroom shall be provided for equipment removal. • Lifting eyes will be provided above equipment not otherwise provided with lifting means. • Washdown stations will be provided in logical areas to facilitate clean-up and pipe flushing. • Pump factory and field testing shall be in accordance with Hydraulic Institute standards. 4 1 TECHNICAL MEMORANDUM 6-7 Piping Materials A preliminary pipe schedule can be found in the Drawings. Pipe materials and joint types for pressurized piping systems will be selected to provide thrust restraint of all joints. Piping Systems • Piping will be located to provide clear access as much as possible. • In general, piping will be routed close to walls or ceilings where it can be easily supported. • To permit purging of air from liquid pipelines while being filled, manual vent valves will be installed at pipeline high points. • To permit liquid drainage,drain valves will be installed at pipeline low points. • Wall penetrations will be perpendicular to the wall. • Provisions for pipe disassembly will be provided to allow removal of equipment or valves,such as dismantling of joints,flange coupling adapters,or other couplings. • Thrust restraint will be provided for all joints of pressurized pipelines. • Pipeline flexibility will be provided at interfaces between existing facilities,existing yard piping and new facilities with ground improvements to allow seismic movements and differential settlement. Examples may include the inherent pipe flexibility of HDPE piping harness-restrained couplings for steel piping,and double mechanical joints for ductile iron piping. • Cleanouts will be provided for buried sludge or biofoam services. • Piping identification and pipe labels will conform to ANSI/ASME A13.1 with flow stream service and flow arrows as well as colors identified on piping schedule. Valves • Valve selection will take into consideration flow streams with stringy materials versus flow streams without stringy materials. • The need for power-actuated valves will be determined by process requirements.All actuated valves will be provided with manual override operators to allow valves to be adjusted,opened or closed in the event of a power failure or equipment malfunction. Freeze Protection • Exterior water piping is heat traced and insulated or designed with provisions to drain the system during freezing weather. Pipe Supports • Pipe support and seismic bracing are included. Pump Seals • Pump seals will be single mechanical type with seal water lubrication (no packing).Split mechanical seals will be used on larger diameter pump shafts. 4. Exclusions Excludes pneumatic air systems, pneumatic valves,and air for tools. 2 TECHNICAL MEMORANDUM 6-8 Resiliency Date: March 30, 2026 Project name: Design-Build-Operate-Maintain Services for the Lake Oswego Wastewater Treatment Facility Jacobs PN: BP00152J To: Stefan Broadus/City of Lake Oswego From: Kirsten Jackson/Jacobs Reviewer: Dave Grigsby/Jacobs Revision: Final 1. Introduction The purpose of this technical memorandum (TM)is to present the resiliency design criteria of the Lake Oswego Wastewater Treatment Facility(LOWWTF). 2. Codes, Standards, Regulations, and References • 2025 Oregon Structural Specialty Code(OSSC) 3. Design Criteria 3.1 Risk Category • Oregon Structural Specialty Code(OSSC) 2025-incorporates International Building Code (IBC)2024. - Risk Category 4: Public utility facilities providing power generation, potable water treatment,or wastewater treatment. • This project will be designed under 2025 OSSC,which includes wastewater treatment facilities as Risk Category 4. • Per meeting with authority having jurisdiction (AHJ)on October 28, 2025, interpretation of the 2025 OSSC allows for facilities that are not part of the critical treatment flow path to be Risk Category 3. • Based on the meeting with the AHJ,Table 1 includes the facility designations as Risk Category 3 or Risk Category 4 included in the LOWWTF design. Table 1-Risk Category per Facility Facility Risk Category Administration Building Risk Category 3 Maintenance Building Risk Category 3 Influent Pump Station Risk Category 4 Headworks Risk Category 4 Aeration Basins Risk Category 4 Blower Canopy Risk Category 4 Clarifiers Risk Category 4 Filtration (and rapid mix box) Risk Category 3 UV Disinfection Risk Category 4 1 TECHNICAL MEMORANDUM Facility Risk Category Solids Handling Risk Category 4 Truck Loading Risk Category 3 Odor Control Risk Category 3 Generators Risk Category 4 Stormwater Pump Station Risk Category 3 Plant Drain Pump Station Risk Category 3 *Any facility not listed in this table is assumed to be Risk Category 3. 3.2 Seismic Certifications for Equipment • Risk Category 4 facilities require seismic certification for equipment,and it can be obtained through the following methods: - Shake table testing - Determined by AHJ to be inherently"rugged" - Calculated - Experience • Per meeting with AHJ on October 28, 2025, interpretation of Risk Category 4 equipment requiring seismic certifications applies to the following scenario:ability to operate equipment in manual mode to move flow through the critical flow path.Therefore, seismic certification is assumed to not be required for the following computer systems,as equipment can be operated manually without these systems: • SCADA • Local control panels • Programmable logic controllers(PLCs) • Computers 3.2.1 Shake Table Testing Some vendors will be able to provide shake table testing certifications for their equipment. 3.2.2 Determined by AHJ to be inherently "rugged" The City of Portland has a list of equipment that they consider to be rugged. Building Code Guide 17-11:Seismic Certification I Portland.gov G. Rugged Equipment and Components The equipment and components listed below are considered inherently rugged and must be considered to meet the requirements for Seismic Certification by Experience Data. 1. Valves(not in cast-iron housings, except for ductile cast iron) 2. Pneumatic operators 3. Hydraulic operators 4. Motors and motor operators 5. Horizontal and vertical pumps(including vacuum pumps) 6. Air compressors 7. Sterilizers 8. Blanket warmers 9. Anesthesia power columns,ceiling or wall mounted 2 TECHNICAL MEMORANDUM 10. Refrigerators and freezers 11. Microwave ovens for patient service 12. Film illuminators 13. Elevator cabs 14. Underground tanks 15. Equipment and components weighing not more than 20 pounds supported directly on structures(and not mounted on other equipment or components)with supports and attachments in accordance with Chapter 13,ASCE/SEI 7 3.2.3 Calculated Calculations can be used to provide that certain materials or parts of equipment can survive the applicable forces in a seismic event. 3.2.4 Experience The experience criteria are for equipment that survived an event that the AHJ agrees is sufficiently similar to an expected event at the site. 3.2.5 Seismic Certification for Equipment—Basis for the Project See equipment list. 4. Exclusions • Piles underneath yard piping are excluded. • Assumed that Risk Category 4 does not apply to collection system infrastructure. 3 TECHNICAL MEMORANDUM 6-9 Civil Site Development Date: March 30, 2026 Project name: Design-Build-Operate-Maintain Services for the Lake Oswego Wastewater Treatment Facility Jacobs PN: BP00152J To: Stefan Broadus/City of Lake Oswego From: Gino Nguyen/Jacobs Reviewer: Marielle Coquia/Jacobs Kristen Jackson/Jacobs Dave Grigsby/Jacobs Revision: Final 1. Introduction The purpose of this technical memorandum (TM) is to present the proposal for the civil site development design of the Lake Oswego Wastewater Treatment Facility(LOWWTF). 2. Codes, Standards, Regulations, and References The codes and standards will conform to the following codes and references. • Oregon Department of Transportation (ODOT)Standard Specifications for Construction, 2024 • ODOT Pavement Design Guide, 2019 • City of Lake Oswego Stormwater Management Manual, 2020 • Building Code: 2025 Oregon Structural Specialty Code(OSSC) • Fire/Life Safety: 2025 Oregon Fire Code(OFC) • 1993 AASHTO Guide for Design of Pavement Structures • Development Standards:City of Lake Oswego,OR-City Code,Chapter 50.06.001.5; Commercial, Industrial, and Multi-Family Development not located in the Foothills Mixed-Use(FMU)Zone, and Minor Development in the R-DD(Res-Detached/Duplex) Zone Standards for Approval (Industrial Zone,City Code). 3. Design Criteria Access roads and entrances will be designed to allow emergency and delivery vehicles access to occupied facilities.The minimum road width is 26 feet with maximum longitudinal road grades of 10 percent.The roads will be paved.The roads,slopes,and drainage design will comply with building codes required by the City of Lake Oswego. 3.1 Road Design Three access points from Foothills Road are proposed to access the site,one road on the upper west side level and two roads on the lower east side level.AutoTURN software for a WB-67 design vehicle determines the minimum road extents to facilitate truck maneuvering and turnaround on the site. • Design vehicles used in road design: - American Association of State Highway and Transportation Officials(AASHTO)WB-67(semi-truck and trailer with 53-foot trailer) used for sludge trucks and chemical deliveries. - AASHTO SU-40 used for fire truck access and large maintenance truck access. - AASHTO P passenger vehicle used for parking lot access. 1 TECHNICAL MEMORANDUM 6-9 Required curbs,curb and gutter,or valley gutter will be used when stormwater management is necessary. Sidewalks are included to facilitate access to buildings. • Design road geometry: - 30-foot road width (two 15-foot lanes) - 5-foot sidewalk width - 9-foot by 18-foot parking stall 3.2 Pavement Design Asphalt concrete pavement is included for access roads and parking areas at the site. Reinforced concrete will be used for the pavement where heavy equipment is proposed.Asphalt concrete pavement will be designed in accordance with the ODOT Pavement Design Guide.The 1993 AASHTO Guide for Design Pavement Structures method for pavement design will be used. 3.3 Grading Design • Road grading: - Minimum 2% paved surface away from structures - Minimum 5%unpaved surface away from structures - Minimum 1.5%for vegetated drainage swales - Minimum 0.5% longitudinal grade for roads and straight sections of concrete gutter - Minimum 0.75% longitudinal grade for curved sections of concrete gutter - Maximum 8% longitudinal grade for site roads • Americans with Disabilities Act(ADA)grading: - Cross-slope design maximum 1.5%,constructed maximum 2% - Ramp minimum slope:slope exceeding 5%slope will be considered a ramp - Ramp maximum longitudinal slope:design maximum 7.5%,constructed maximum 8.33% • Site grading: - 4H:1V Typical vegetated slope for ease of mowing 3.4 Stormwater Design See Stormwater Management TM. 3.5 Existing Topography and Survey • Horizontal Datum: Local Datum. - Derived from OR State Plane North 3601 NAD83(2011)EPOCH 2010.000 by multiplying by a project mean ground combined scale factor of 1.0000941820. • Vertical Datum: NGVD 29 - Based on City of Lake Oswego Benchmark No 18F-3, EL 29.582. • There are four vertical datums to consider at the site.The correction factors have been verified through benchmarks,the City of Lake Oswego,the City of Portland,and the National Oceanic Atmospheric Administration (NOAA)website for datum correction. - The"Old"City of Lake Oswego datum:this is the lowest datum, located 1.997 feet below NGVD 29. - The National Geodetic Vertical Datum of 1929(NGVD 29). - The City of Portland (COP)datum is located 1.375 feet above NGVD 29. - The North American Datum of 1988(NAVD 88) is located 3.475 feet above NGVD 29. 2 TECHNICAL MEMORANDUM 6-9 3.6 Floodplain Development Based on the project location within the City of Lake Oswego Floodplain Management Area (FMA),the project must demonstrate compliance with LOC 50.05.011 Flood Management Area standards,the following are assumed to meet that compliance: - No ordinance amendment to LOC 50.05.011 FMA's which result in changes to the approach or assumptions listed below to meet the City's floodplain development standards. - No FEMA Flood Insurance Rate Map (FIRM)update such as a Conditional or Final Letter of Map Revision (C/LOMR)or Physical Map Revision (PMR)are required as part of the project. - The no-net fill requirement(50.05.011.6.b.i)will utilize some combination of past and future credits outlined in the Floodplain Credits Memo(dated 3/9/2025) in combination with the net grading change onsite as a result of the project. - If FEMA(Region X or its mapping partners) becomes involved in FMA review,the permitting approach and assumptions do not change.As outlined in the floodplain credits memo and subsequent correspondence with the City Floodplain Administrator(specific email chain attached). - As required by 50.05.011.6.b.xii Encroachment into Portions of Tryon Creek the project will show less than 0.5 feet of water surface rise such that no-rise(or no change in BFE)is met. - If a no-rise analysis(<0.005 ft of base flood elevation rise) is required,grading changes as part of the 2004 foothills park project will be included as part of"the project" being evaluated. - As part of the Oregon NFIP Implementation Plan for protection of ESA listed Species,the City of Lake Oswego model ordinance,the no net loss standards for floodplain habitat will be assessed based on pre-project(existing)site conditions. I 4. Exclusions - The Tryon Creek Pump Station will be decommissioned with the rest of the TCWWTP. - Survey for easements or lot line adjustments are excluded. - Upstream and downstream collection system hydraulic restrictions are not the responsibility of the DBOM contractor. 3 TECHNICAL MEMORANDUM 6-10 Structural Date: March 30, 2026 Project name: Design-Build-Operate-Maintain Services for the Lake Oswego Wastewater Treatment Facility Jacobs PN: BP00152J To: Stefan Broadus/City of Lake Oswego From: Sterling Rose/Jacobs Reviewer: Alex Firth/Jacobs Kristen Jackson/Jacobs Dave Grigsby/Jacobs Revision: Final 1. Introduction The purpose of this technical memorandum (TM)is to present the proposal structural design of the Lake Oswego Wastewater Treatment Facility(LOWWTF). 2. Codes, Standards, Regulations, and References All facilities will be designed to conform to the following structural design-related codes,standards,and regulations,as required by the local authority. • 2025 Oregon Structural Specialty Code(OSSC) • American Society of Civil Engineers (ASCE)7-22: Minimum Design Loads and Associated Criteria for Buildings and Other Structures • American Concrete Institute(ACI)318-19: Building Code Requirements for Structural Concrete • ACI 350-20: Code Requirements for Environmental Concrete Structures • The Masonry Society(TMS)402/602-22: Building Code Requirements for Masonry Structures • American National Standards Institute/American Institute of Steel Construction (ANSI/AISC)360-22:Specification for Structural Steel Buildings • ANSI/AISC 341-22:Seismic Provisions for Structural Steel Buildings • Aluminum Design Manual (ADM)2020:Aluminum Design Manual 3. Design Criteria All structures and foundations will be designed per the load requirements and load combinations of the 2025 OSSC. Design parameters for the project site are as follows: 1. Equipment loads: Loads will be based on the calculated static and dynamic loads imposed throughout the potential operating range of the equipment. 2. Dead load: Dead loads will include the weight of permanent structures and equipment.They will also include the weight of attached piping and electrical items. a. For areas with small pipe,cable tray,conduit, and minor equipment that are permanent fixtures in the plant,a minimum of 10 pounds per square foot(psf)collateral dead load will be applied over these areas. 1 TECHNICAL MEMORANDUM 6-10 b. For roof areas designated as future solar ready, a minimum of 5 psf collateral dead load will be applied over these areas. 3. Live Load: a. Roof=20 psf; per ASCE 7-22 b. Mechanical operation floor area= 200 psf c. Electrical rooms=300 psf d. Galleries, platforms,and stairways= 100 psf e. Vehicular loading= HS 20 vehicle loading 4. Snow Load: a. Design ground snow load=66 psf; per the ASCE Hazard Tool b. Minimum roof snow load (flat or sloped)=20 psf x Importance Factor; per Clackamas County requirements c. Minimum rain-on-snow surcharge load =5 psf on roof with slope less than 4.76 degrees; per Clackamas County requirements d. Importance factor= 1.20(Risk Category IV) 5. Wind Load: a. Basic wind speed= 109 miles per hour(mph;for Risk Category IV) per 2025 OSSC and Clackamas County requirements b. Importance factor= 1.0 c. Exposure category=C 6. Seismic Load, per ASCE 7 Hazard Tool: a. Ss=0.94 b. S1=0.35 c. Importance factor= 1.5(Risk Category IV) d. Site soil class=C e. Seismic design category= D 7. Geotechnical Design Parameters: a. Allowable bearing pressure=2,500 psf minimum for granular fill over prepared bedrock surface; per 2023 Geotechnical Report by WPS b. At-rest lateral soil pressure=56 psf for granular fill c. Frost depth= 12 inches; per Clackamas County Design Criteria 4. Overview of Facilities A brief structural description of each proposed building is included in Table 1.Seismic risk categories are described in TM 6-8. Table 1—Facility Structural Descriptions Facility Description Administration Building Single story masonry structure with structural steel or steel joist roof framing and shallow concrete bearing foundation Maintenance Building Single story metal building structure and shallow concrete bearing foundation Influent Pump Station Deep buried concrete water holding structure Headworks Concrete structure with lower floor level,water holding basins, and elevated channels Aeration Basins Partially buried concrete water holding structure 4 2 TECHNICAL MEMORANDUM 6-10 Facility Description Blower Canopy Single story structure Clarifiers Partially buried concrete water holding structure Filtration Partially buried concrete water holding structure UV Disinfection Partially buried concrete water holding structure Solids Handling Partially buried concrete water-holding structure Truck Loading Single story metal building structure and shallow concrete bearing foundation Odor Control Tanks and equipment on shallow foundations I 5. Exclusions • Excludes structural or code upgrades to collection system elements. • Excludes structural or code upgrades to the Tryon Creek Pump Station. • 3 TECHNICAL MEMORANDUM 6-11 Landscape Architecture Date: March 30, 2026 Project name: Design-Build-Operate-Maintain Services for the Lake Oswego Wastewater Treatment Facility Jacobs PN: BPO0152J To: Stefan Broadus/City of Lake Oswego From: Andrew Holder/GreenWorks Gill Williams/GreenWorks Reviewer: Kristen Jackson/Jacobs Dave Grigsby/Jacobs Revision: Final 1. Introduction The purpose of this technical memorandum (TM)is to present the proposal for landscape architecture design of the Lake Oswego Wastewater Treatment Facility(LOWWTF). 2. Codes, Standards, Regulations, and References The landscape design will conform to the following codes and standards: General: • 2024 City Code and Charter of Lake Oswego • 2020 Lake Oswego Stormwater Management Manual Hardscape and Site Design: • 2010 ADA Standards for Accessible Design—General requirements of surfacing,slope gradients,and operable parts like gate latches and card readers. • 2024 International Building Code—sets requirement for guardrail fall protection at vertical drops. • Occupational Safety and Health Administration—sets requirement for minimal fall protection at vertical drops that are only accessed by certain plant personnel, but not by the general public. • Lake Oswego Community Development Code,Chapter 50.06.004 Site Design—sets minimum proportion of site landscaping and open space. Planting: • Lake Oswego Community Development Code,Chapter 50.06.004 Site Design—states requirements for street trees and visual screening and buffering. 3. Design Criteria The total developable site is approximately 240,000 square feet.The zoning designation is Industrial.There are no public spaces included in the design. Per The City of Lake Oswego Development Standards 50.06.004-1-b, Industrial zones must have a minimum of 15%landscaping (including open space,courtyards,etc.)visible from offsite.This project is assumed to be a "major public facility"therefore requiring a minimum of 20%landscaping.The project design includes 20% landscaping (approximately 48,000 square feet)to meet the Development Code requirement. 1 TECHNICAL MEMORANDUM Major components The landscape architecture design includes irrigated shrubs, non-irrigated field grass, patio space,and trees. 11% Irrigated shrub planting 65% Non-irrigated field grass 23% Non-irrigated field grass(frontage) 1% Patio at Administration building, pavers or concrete 100% Total Landscaped area Irrigated Shrub Planting(quantities given are per 100 sf): — 12" depth imported amended topsoil (3.70 cy) — 3"depth bark mulch (0.93 cy) — Fine grading — Shrubs(mix of all three sizes): • 5 gal. potted shrub(1 ea.) • 2 gal. potted shrub(4 ea.) • 1 gal potted shrub (13 ea.) — Automatic irrigation system (closer head spacing) — Establishment and maintenance — No screening shrubs are required along the fence on the Foothills Road frontage, if the fence is 6'tall or lower. Non-Irrigated Field Grass(quantities given are per 100 sf): — 2"depth compost(0.62 cy) plus lime and fertilizer mixed into site soil — Fine grading — Rough lawn seed, hydroseeded — Establishment and maintenance — Restoration of off-site staging areas will include non-irrigated field grass. Trees(quantities given are per tree): — 1.5"caliper native deciduous or 6'tall native conifer tree, ball and burlap — Imported amended topsoil backfill (0.45 cy) — Within field grass areas: 3"depth bark mulch ring,4'diameter(0.12 cy) — Establishment and maintenance — Street trees are not required along Foothills Road. — Planting of 36 trees are assumed in the design.To the extent possible,these will be planted on the LOWWTF site.Screening of process tankage along the east boundary will be a priority planting location. Planting trees offsite on City land may be required.There is also an option to pay into a mitigation fund for the value of those trees.The exact mitigation requirement will be determined after the site survey showing trees is completed. Hardscape: — Administration building will have a hardscape patio(pavers or concrete),approximately 500 sf. 2 TECHNICAL MEMORANDUM Fencing The north,east,and south site perimeter includes standard black 8-foot chain link fence with security topper.A 6-foot black steel picket decorative fence is included along Foothills Road.Where possible, buildings are utilized as fencing in lieu of additional fencing linear footage.There will be an automated vehicular and a manual person gate at each access point to the site off Foothills Road. 4. Exclusions • No public spaces included in the design. • An ADA accessible route will be provided from the public sidewalk to the front doors of the Administration Building. No other pedestrian or bike routes included in the design. • No integration of landscape architecture with the stormwater design. • No eco roofs are included in the design. • No landscape architecture design required for portions of the project(such as collection system)outside of the LOWWTF footprint. 3 TECHNICAL MEMORANDUM 7 Project Option 1 Nutrient Removal Treatment Date: March 30, 2026 Project name: Design-Build-Operate-Maintain Services for the Lake Oswego Wastewater Treatment Facility Jacobs PN: BP00152J To: Stefan Broadus/City of Lake Oswego From: Kristen Jackson/Jacobs Reviewer: William Leaf/Jacobs Dave Grigsby/Jacobs Revision: Final I 1. Introduction The purpose of this technical memorandum (TM)is to present the scope basis for the Nutrient Treatment cost option for the Lake Oswego Wastewater Treatment Facility(LOWWTF). I 2. Description of Work Table 1 includes the differences in scope between project Option 1, Option 2a,and Option 2b. • Project Option 1: Based on the design criteria identified in Table 1 of Exhibit 1 of the RFP, Project will meet all effluent requirements identified in Table 2 of Exhibit 1 to the RFP. • Project Option 2a: Based on the design criteria identified in Table 1 of Exhibit 1 of the RFP, Project will meet all effluent requirements identified in Table 2 of Exhibit 1 to the RFP with the exception of ammonia and total phosphorus. • Project Option 2b: For Project Option 2,Jacobs shall also provide the fixed design-build price(in 2025 dollars)for the design and construction at a later date of the additional capital improvements necessary to meet the ammonia and total phosphorus effluent requirements identified in Table 2 of Exhibit 1 of the RFP. For the nutrient removal Options 1 and 2b,the integrated fixed film activated sludge(IFAS)system allows bioreactor configuration flexibility and adaptability given the activated sludge process,and is required to reliably remove ammonia nitrogen (NH3N)to meet the 1.0-mg/L monthly dry-weather average. Bioreactor selectors are designed to accommodate a level of enhanced biological phosphorus removal (EBPR).The reliability of EBPR will be dependent on the influent carbon availability(in terms of readily biodegradable chemical oxygen demand [COD],etc.).The special sampling completed for the project is limited,so the reliability of EBPR cannot be specifically defined.As a result,a level of chemical addition using aluminum sulfate(alum) is proposed.Alum feed points are located in the bioreactor and upstream from filtration. The non-nutrient removal approach requires the facility to meet the proposed effluent permit limits—without the NH3N or total phosphorus(TP) limits. 1 TECHNICAL MEMORANDUM 7 Table 1—Project Options Option 2a- Conventional Option 2b- Phased Nutrient Treatment Option Option 1- Nutrient Treatment Option Treatment Option Four conventional aeration basins (Option 2), Four IFAS basins Four conventional aeration convert to IFAS(Option 1) later basins Headworks Single stage screening Single stage screening Single stage screening Screening Aeration Basins Media 50%media fill None No fill, later on add 50%media fill Retention Screens Retention screens,sprays,and scum screen None No screens, later on demolish concrete end wall and (added structural to accommodate this) install retention screens Diffuser Type (IFAS zone) Coarse bubble Fine bubble Start with fine bubble diffusers, later on demolish fine bubble and install coarse bubble diffusers (address pressure changes) Diffuser Type-Non IFAS Zones Fine bubble Fine bubble Fine bubble(address pressure changes when convert to IFAS) Diffuser grid (IFAS zone) Grid designed for IFAS Grid designed for conventional Grid designed for conventional treatment later on treatment demolished and grid installed for IFAS(includes piping and valves) Mixing System Mechanical mixers Mechanical mixers Mechanical mixers Chemical Addition Chemical facility for alum (two tanks with a No Alum equipment No alum equipment, later on add a chemical facility canopy and pump room) for alum (2 tanks with a canopy and pump room) Equipment Rapid Mix and Flocculation box Rapid mix box and flocculation box ahead of No rapid mix and flocculation No rapid mix and flocculation box, later on build filtration box rapid mix box and flocculation box ahead of filters *hydraulics accommodates this Hypo Include hypo in chem facility(not at tote Hypo at tote area Hypo at tote area (not in chem facility) area) Polymer Polymer at rotary drum thickeners(RDTs) Polymer at RDTs Polymer at RDTs Blowers Five blowers(10%larger than Opt.2a) Five blowers Five blowers(10%larger than Opt.2a) Aeration Basin Covers Selector Zones Odor control covers Odor control covers Odor control covers i 1 � 1 TECHNICAL MEMORANDUM 7 Option 2a- Conventional Option 1- Nutrient Treatment Option Treatment Option Option 2b- Phased Nutrient Treatment Option Four IFAS basins Four conventional aeration Four conventional aeration basins (Option 2), basins convert to IFAS(Option 1) later First aerated zone/IFAS Zone Building over the IFAS zone for operator Odor control covers(aerated Odor control covers(aerated zone), later on add a access(plus added odor control) zone) building over the IFAS zone for operator access Remaining Zones Visual covers Visual covers Visual covers Auxiliary Systems Extra instrumentation for nutrient controls None No extra instruments, later on add extra (ammonia probe, phosphorus [PO4P]) instrumentation for nutrient controls(ammonia probe, PO4P) Additional sprays needed at IFAS zones None No additional sprays, later on add sprays at IFAS zones Electrical Systems Extra loads:chem facility/pumps,fine None Extra loads:chem facility/pumps,fine screens, screens,generator(10%more electrical loads generator(10%more electrical loads than Opt. 2a) than Opt.2a) Other Additional odor control for the building over Hydraulics accommodate Hydraulics accommodates additional headloss for the IFAS zone. additional headloss for IFAS and IFAS,and rapid mix/flocculation tank rapid mix/flocculation tank* Additional odor control for the building over the IFAS zone d 3 TECHNICAL MEMORANDUM 7 3. Exclusions • While Jacobs is able to commit to the cost of Option 1 today, implementation (Option 2b)at some future unknown date is subject to escalation and changes to technology and equipment.The cost impacts are unquantifiable and therefore pricing for this scenario is not provided.Jacobs commits to the infrastructure required for future implementation (Option 2b),so long as there is a recognition that adjustment to account for technology evolution may be warranted. 4 3acobs Drawings _ _ - • ____ . ,_ _. , .. .. . . • .._• ._ . .. •• . ._ • . .. . . • ..,.. _ . .._, ..,,,..,,. „,,...„4,....__. _ . _ •. .._. . _. .. ,. , ,.. . , k.L. •••••• _ _..,.. ,. • • i .` •1 , t 'r -!.. _ 1 I 2 I 3 I 4 I 5 I 6 0 w > cc w w cc H I 0 E CITY OF LAKE OSWEGO 06 O co m z 0 O LAKE OSWEGO DBO WWTF < Y O 0 m Q 0 > W w o LAKE OSWEGO , OREGON QDWu � 0_W EL Ca 00 W -, W I WO C))z Y -o W E MARCH 2026 z 'N Et O Y �°z ( = QH > U zQ w oZ • J W vim)H co W 1- LfJ WOE Ur W W W I U) OH Z WO I • zo O - w B <o J Et W Qa LLI z w PROJECT LOCATION PROJECT LOCATION Q 0 0 1- Et ASTORIA O O Q PINE CONE z a O 00- PARK z_ z_ HOOD RIVER zo w PORTLAND� 84 ✓ PENDLETON w O 2 Forest ~— la LAKE OSWEGO THE DALLES Highlands Q z z o TILLAMOOK ENTERPRISE w o O a 97 LA GRANDE 0 w = m 205 / FOREST HILLS ,, � O ~o ELEMENTARY 4 m O (n z TRYON CR: K l l�C a w O <o SALEM STATE /n( O w z u) NATURAL AR: I I� w Q g 84 c _paint iI I, 'II O J z NEWPORT 22 —1 OAK GROVE U) W w �Z Z Forest Hill, �. ELEMENTARY 0 Q O p O Q ALBANY )) I ( w J H w 0 U 126 Country Club Rd C_____,,, I Q U 0 20 PRINEVILLE — 1 - ,�— J _U �- 1111 REDMOND In. ~ 'I I' > II o z C Q SISTERS OSWEGO Lake Oswego w E D a LAKEBEND VALE COUNTRY r-" 'I H. . v tn ��- o EUGENE CLUB A Ave -J! �� O LJ =� IC W A Ave Inc w North Shore _� cn Country Club KINCAID ------ L-7 1 LU Evergreen CURLICUE I 20 BURNS I Oak Grove N CORRIDOR yl Z 11 ILLAL__ �L Iron tit `J d [T1fl—r—^I r- Q 97 ountain 6 =lL �!_ uol U ROSEBURG e -, ��� r a �-, O R E G O N -� s Z�1 ROEHR PARK r HL O ..i Fi ii it- LIlr r� 0 VJ �� j ( Oldtown _ H O 1Z GOLDL�� r ROGERS PARK \� 11 I3, '111� LLJ ' L \BEACH ` �� I_f r MEDFORD i I� - 1 —l - d nL KLAMATH FALLS LAKEVIEW Zi:; :— r/ .� '" 1' IF / __ w I— D I— N N VICINITY MAP LOCATION MAP ) NTS NTS VERIFY SCALE BAR IS ONE INCH ON ORIGINAL DRAWING. 0 1" DATE MARCH 2026 PROJ BJO0152J DWG 01-G-0001 SHEET 1 Autodesk Docs://US OR_BPO0152J_Lake Oswego_DBO WWTF/GEN_RVT2024.rvt PLOT DATE/TIME: 3/23/2026 7:45:23 AM 1 2 I 3 I 4 I 5 I 6 w w w Sheet Number Drawing Number Drawing Number 01 - GENERAL OI 1 01-G-0001 TITLE, VICINITY AND LOCATION MAPS 2 01-G-0002 DRAWING INDEX QJ 3 01-G-0003 PROCESS FLOW DIAGRAM 4 01-G-0004 PROCESS HYDRAULIC PROFILE CV m A 5 01-G-0005 PROCESS PIPING SCHEDULE SHEET 1 o z o o 6 01-G-0006 PROCESS PIPING SCHEDULE SHEET 2 O g Y O 7 01-G-0009 PROCESS AREA CLASIFICATION AND MATERIALS Qv 8 01-G-0021 INSTRUMENTATION AND CONTROL - P&ID LEGEND 1 >- 9 01-G-0022 INSTRUMENTATION AND CONTROL - P&ID LEGEND 2 m 10 01-G-0023 ELECTRICAL LEGEND 11 01-G-0050 RENDERINGS 12 01-G-0051 RENDERINGS > > ow 13 01-G-0052 RENDERINGS Q 14 01-G-0053 RENDERINGS w 15 01-G-0054 RENDERINGS w o o Et 0 16 01-G-0055 RENDERINGS m w 17 01-G-0056 RENDERINGS w Z 18 01-G-0057 RENDERINGS Y _0 19 01-G-0058 RENDERINGS > 20 01-G-0059 RENDERINGS p Y o 21 01-G-0060 RENDERINGS > I z Q 22 01-G-0061 RENDERINGS w o z 23 01-G-0062 RENDERINGS w w 24 01-G-0063 RENDERINGS w o 25 01-G-0064 RENDERINGS1111. a W � w= 05 -CIVIL o 26 05-C-2001 OVERALL SITE PLAN wo 27 05-C-2002 OVERALL YARD PIPING PLAN 09 - INSTRUMENTATION AND CONTROL o Z w B 28 09-1-0001 INFLUENT PUMP STATION WETWELL 1 29 09-1-0002 INFLUENT PUMP STATION WETWELL 2 Q o 30 09-1-0003 INFLUENT SCREENS STATION SCREENS 1-5 w w aw a z 31 09-1-0004 HEADWORKS GRIT CONCENTRATORS b 32 09-1-0005 GRIT WASHER 1 -TYPICAL Q w Q 33 09-1-0006 AERATION BASIN - LIQUID STREAM -TYPICAL 34 09-1-0007 AERATION BASIN -AIR -TYPICAL <o 35 09-1-0008 SECONDARY CLARIFIER-TYPICAL z 36 09-1-0009 FILTER -TYPICAL z 0 a 37 09-1-0010 UV DISINFECTION -TYPICAL z z 38 09-1-0011 THICKENING -TYPICAL z o 39 09-1-0012 ODOR CONTROL -TYPICAL OF 2 w0 02 40 09-1-0013 NETWORK DIAGRAM z 10 -ADMINISTRATION BUILDING Q Z 41 10-E-6001 ELECTRICAL - ONE LINE DIAGRAM Iw O o 0 20 - INFLUENT PUMP STATION U w w 0 w =m 42 20-E-6001 ELECTRICAL - ONE LINE DIAGRAM O o 0 27 - ELECTRICAL BUILDING o co 0 co 9O Q o 43 27-E-6001 ELECTRICAL-27-SWGR-001-01 ONE LINE DIAGRAM o > z 44 27-E-6002 ELECTRICAL -27-MCC-001-01 ONE LINE DIAGRAM O J Dz 45 27-E-6003 ELECTRICAL -27-SWBD-001-01 ONE LINE DIAGRAM w o< 50 - FILTRATION Ow O} o 0 46 50-E-6001 FILTRATION - STRUCTURAL -ONE-LINE DIAGRAM Q v H z C w 2 0 0 0 w 0 w CO w LLI 7 Oo wZ z r7 Q 1 0 D VERIFY SCALE BAR IS ONE INCH ON ORIGINAL DRAWING. 0 1" DATE MARCH 2026 PROJ BJO0152J DWG 01-G-0002 SHEET 2 Autodesk Docs://US OR_BPO0152J_Lake Oswego_DBO WWTF/GEN_RVT2024.rvt PLOT DATE/TIME: 3/31/2026 11:05:58 AM 1 I 2 I 3 I 4 I 5 I 6 0 w > L w w L W H I ABI/WW E J r 1 N W m A Z 0 > O Q ALP ALP Q Y O U i I PROJECT OPTION 1 >- Q m RAPID MIX W3 SYSTEM FROM FLOCCULATION TANK —\) STORMWATER PS SE ---� >a AERATION BASIN 1 ML CLARIFIER 1 w o FROM PDPS ► ► LJFILTER 1 NAOCL w o0 RAS ► RAS ►JM C 1 O w � FROM TRYON INFLUENT ` J LL1M UV 1 ~o m �z CREEK C SAMPLER ABI o ► w~ _Ii7*-1 U Q zI—+ FA ► 0 U z LIJ o T4' 1 ABI AERATION BASIN 2 CLARIFIER 2 5 J ~ H EADW O RKS) M ► FILTER 2 EFFLUENT O o w RS ML SAMPLER tY w ► w wcc co o ( > SCREEN 1 —� _1 cc FA T ÷_ J W 1— O H FROM 1-1V1÷ ( _) • • RAS 1 .BIO BIO UV 2 2 Li z 0 PORTLAND GRIT RAS _ -► SCREEN 2 REMOVAL 1 M ► FOAM FOAM w ( ► C ► co H - w a Zw )++—( QQo B FROM LAKE M ABI AERATION BASIN 3 ( CLARIFIER 3 ► w z Q w OSWEGO SCREEN 3 L]� FILTER 3 U Q z w RAS U L o M w _ >- ► CD ► El , ABI r, ► RAS Q al SCREEN 4 ML o GRIT ► ( ► M UV 3 ~< u_ o REMOVAL 2 LL1 o_ H ( ) • ABI ► FIO ° a M FOAM z z W SCREEN 5 * w cc zo w FA .4— ABI AERATION BASIN 4 ( )— CLARIFIER 4 FILTER 4 0 0 r � l AM ► L11 zz J Q L_ CI) I— waj D ML O o INFLUENT PUMP Gs Gs RAS ► 4UV U ww m oLLJ 00 STATION --I M RAS o 0 o Q o FA FA ( ► DISINFECTION z� O w < z Ll1 O < � ¢ 4 ' Q O om WASHER AERATION Q CLARIFIERS ' FILTRATION M 0 J } co U COMPACTOR 1 FA BASINS 0 I a U H 0 L—_I M I_ J M J FA m S E/W W w C At. FA V+ H 2 U WASHER RAS o 4— , COMPACTOR 2 RAS FEJF o 4 CO D w L GRIT PUMP co ♦ ♦ AND WASHER TO EXISTING OUTFALL Q V V / < POS FA FA BW SCREEN 0 - • INFLUENT CHANNEL Q — Ilr t t CHANNEL IR TWAS SLUDGEAM °I RDT 1 _1 STO RAGE TANK 1 HAULING TO Q Q w w 0 0 RDT FEED Q • M —► COLUMBIA V z 0 —IBLVD WWTP CO LL ROLLOFF CONTAINER PUMPS TO PDPS4 - A ' 0_ 7 V) 1II w FCV 0 NOTE: WAS M 0 Et 1. THIS IS PRELIMINARY DESIGN CRITERIA THAT MAY CHANGE DURING DETAILED DESIGN. 4 D ri_ FA POS FA t ♦ ♦ 12" = 1'-0" ► SLUDGE VERIFY SCALE 1/r* TWAS STORAGE M RDT 2 TANK 2 BAR IS ONE INCH ON SLUDGE MIXING & ORIGINAL DRAWING. TRANSFER PUMPS 0 1" RDT FEED DATE MARCH 2026 PUMPS TO PDPS , PROJ BJO0152J DWG 01-G-0003 SHEET 3 Autodesk Docs://US OR_BPO0152J_Lake Oswego_DBO WWTF/GEN_RVT2024.rvt PLOT DATE/TIME: 3/31/2026 12:57:45 PM 1 I 2 I 3 I 4 I 5 I 6 0 w > L w w L U) H I 70 164.1 61.6 60.4 L -'1 59.0 70 0 - _ _, BACKWASH SCREENS (5) c c,, I1 MGD _ _ _ _ _ _ u m A - TOS 65.5 - - - _ _ p Z o o STORM WATER PS - - - CL O Q PLANT ►--_ Q Y O DRAIN PS 3.5 MGD ► U 60 ---- -4. - - - - 60 co IE 59.0 ..� 52.3 51.7 50.7 49.7 48.9 - - -IE 57.5 �` - a o Q r - - H EADWO RKS IE 54.7 • -TOS TOS 55.0 (COVER DEPENDENT) 47.8 47.1 w o 0 cto `♦ TOS 51.5 46.9 46.7 46.4 45.8 44.4 43.7 O w Ny - (COVER - o _ STANDPIPE -DEPENDENT) - m cn z 50 - - EL 58.5 0 - t TOS 49.67 - 500 YR - 50 rt - - o J-WEIR V ____ - - - - 43.1 41.9 - 41.8 39.2 FLOOD _ z Y o Lo LT]-EL 50.0 ----- V _ - EL 40.5 Cl) I -1'- 36" GRIT ,/ -- �� y / 1996 z REMOVAL (2) ce w-WEIR J �� �� --� E FLOOD Oow42" EL 49.0 Wz w __ ELE4R.7 EL 36.4 Eli i= m owTOS 44.92EL 47.75 D Z WEIRj J c>IE43.1 1 EL46.0 7EL44.0 _---__ 1 FOOT 2 2:1 TOS 41.0 m w U IE 41.67_0 Y01 -V ATHEO 1996 12o 40 -Q z- - :LOOD 40 I Off- -�_ - IE 39.5- ��� L 37.4 p IE38.0 ZO -IE38.0 p zwQoB IE37.0 asIE36.45 • � z as _ Ffl - - H - (4) 30" OI U `�� 100 YR = w C.) 0 - - (2) 42" �• FLOOD w W o w Ou_ - EL34.0 0 oz wQ 30 I ' GALLERY z 54" re x a ± (2) 3630 IE 30.0 z °~ -� - IE 29.5 - IE 29.0 RIVER b u) o a Ii z z IE 28.45 p z z c? w - Co ce N M FILTRATION (4) 36" EXISTING o J J J J LL `♦ W-W-W W Q-w IE 25.0 ► OUTFACE o 0 _ CLARIFIERS 36" SE SELECT IE 24.0 zz /' UV 5 YR FLOOD w cn o I 36" (4) - - OUTFACE / EL20.4 O 20 DISINFECTION 20 0 o w io AERATION - (3) JUNCTION - m Z0 - 16.0 16.0 - - 0 w Lij �Z I-iv il-I BASINS (4) - w > Q O J D if) w LL o Q INFLUENT T� - - - O Q O o cn L1J 153.1 MGD Q J U ~ J 10 10 Z C ji ji w 2 U 0 0 u_ SMALL-LARGE o RAS V u D w -INFLUENT 0 PUMP 36" ABI SELECT ► - 0 STATION - - - L'J J LL Iii 0 0_O g WU V U w p J CO cD D r, a_ Q Et a >- LEGEND NOTES: I HYDRAULIC GRADE LINE AT 53.1 MGD PLANT ------ INFLUENT FLOW THROUGH IPS AND THE 100 1. SCREENING STATUS: 2 LARGE DUTY AND 2 SMALL DUTY/ 1 LARGE STANDBY YEAR FLOOD ELEVATION D WATER SURFACE 2. AERATION BASINS STATUS: ALL TRAINS IN SERVICE, INFLUENT FLOW TO TANK 1 ELEVATION (WSE) SYMBOL 3. CLARIFIER STATUS: ALL TRAINS IN SERVICE WET WEATHER PEAK 4. FILTRATION STATUS: ALL TRAINS IN SERVICE XX.X INSTANTANEOUS FLOW - 53.1 MGD HYDRAULIC GRADE LINE ELEVATION 5. UV/DISINFECTION STATUS: ALL UV CHANNELS IN SERVICE VERIFY SCALE 6. RAS FLOW RATE = 14 MGD; SPLIT EVENLY TO AERATION BASINS BAR IS ONE INCH ON ORIGINAL DRAWING. 0 1" 7. NGVD29 DATUM USED FOR ELEVATIONS DATE MARCH 2026 8. THIS IS PRELIMINARY DESIGN CRITERIA THAT MAY CHANGE DURING DETAILED DESIGN PROJ BJO0152J DWG 01-G-0004 SHEET 4 Autodesk Docs://US OR_BPO0152J_Lake Oswego_DBO WWTF/GEN_RVT2024.rvt PLOT DATE/TIME: 3/31/2026 12:58:05 PM 1 I 2 I 3 I 4 I 5 I 6 PIPING SCHEDULE PIPING SCHEDULE PIPING SCHEDULE w > L w CO w L LEGEND SERVICE SIZE (IN.)1 INSTALLATION2 PIPE MATERIAL3 LEGEND SERVICE SIZE (IN.)1 INSTALLATION2 PIPE MATERIAL3 LEGEND SERVICE SIZE (IN.)1 INSTALLATION2 PIPE MATERIAL3 w o I J IND IND Q SST cd EXP EXP SST o c 3 co IND 3 BUR PVC POL POLYMER ALL ALL PVC o z o A CPVC EXP ENC Q O Q Y AERATION BASIN IND CLDI U >- Q ABI INFLUENT EXP WS IND POS POLYMER SOLUTION ALL ALL PVC m HDPE IND 4 BUR CLDI SST CLDI o WS FE FINAL EFFLUENT EXP WS 3 EXP a o SUB CLDI IND Q WS > 4 CPVC w a m ENC RETURN ACTIVATED EXP Y °0 o IND ENC RAS SLUDGE IND O a a wL CLDI CLDI � 1-o EXP WS EXP °0 �'o AERATION BASIN HDPE ? 4 w CLDI BUR HDPE > ABI/WW INFLUENT WET >_4 BUR CLDI BUR WS O w o WEATHER WS HDPE ENC CLDI i O HDPE 53" IND 304 SST W SUB CLDI 54 - 63 BUR o z ENC WS > 3" CLDI w 2 r m o PVC IND <_ 3" 304 SST J a W IND EXP RETURN ACTIVATED EXP I- o'- PVC TUBING SST RAS SLUDGE > 3" CLDI 2 1215 ° PVC TUBING BUR w CLDI m ENC BUR HDPE H AL ALUM ALL EXP PVC TUBING 3 CONTAINED >4„ WS a z° 0 B Qo z SUB PVC TUBING IND ENC CLDI U a a 2" w BUR PVC TUBING BUR PVC < EXP STL D 'a 0 CONTAINED > 2" � Y o z IND WS FLT FILTRATE ENC <_ 3" PVC < aj o EXP IND CELDI RS RAW SEWAGE BUR CELDI — o" EXP WS > 3" HDPE p u9 6 a <_ 2" SUB SST z o 0 a 3" PVC z z WSco ce AIR CLDI - ENC - WS 7) ENC > 3" CELDI z w ALP LOW PRESSURE SST >_ 4 BUR HDPE HDPE o i o IND PVC z z — WS BUR C900 PVC w ¢W > 2" , 30" EXP CLDI RS RAW SEWAGE > 4 0 0 SUB SST ENC WS (GRAVITY)) O w =m PVC EMB CLDI 0 1-o ENC WS m O O Q o SST FW FIRE WATER >_ 4 BUR C900 PVC SUB o w z czi� 3 EXP GLDI < 3 EXP SST w Q 2 0 BF BIOLOGICAL FOAM CPVC GR GRIT >_ 4 EXP - O J D 4 SUB CLDI SST EXP 0 Q p o 0 RAW SEWAGE w J } 22° HDPE RS/P BUR CLDI Y 1- =a IND GS GRIT SLURRY ALL EXP (PUMPED) > 4 J 0 ' EXP CLDI GLDI ENC WS IND BUR HDPEI w C SUB <_ 3 SST EXP IND PVC-DWV o o BW BACKWASH >4 CLDI IND SS SANITARY SEWER <_ 3PVC u_ a BUR HDPE CLDI BUR HDPE ° WS ML MIXED LIQUOR EXP WS <_ 10 PVC w WS >_ 4 BUR CLDI HDPE SD STORM DRAIN BUR PVC ENC CLDI > 10 WS SUB CLDI RC CD CONDENSATE DRAIN ALL ALL PVC-DWV ENC WS <_ 3 ALL SST W IND MLR MIXED LIQUOR RETURN >_ 4 SUB CLDI CLDI HDPE SD/P STORM DRAIN BUR HDPE _ID DRAIN ALL ENC PVC-DWV (PUMPED) > 4 (PLUMBING) IND SUB 0 CLDI BUR Zi SODIUM EXP CPVC _ ENC Q W = IND PVC NAOCL HYPOCHLORITE ALL SUB O z U U W EXP CPVC PVC TUBING o W < 3 BUR CONTAINED CC O Et in i BUR U) ' PVC IND, EXP ' z ENC STL 0_ NG NATURAL GAS <_ 2 ENC AERATION BASIN IND CLDI BUR PE DEW DEWATERING EXP WS CLDI IND PVC-DWV BUR WS <_ 3 EXP D >4 HDPE PD PLANT DRAIN CLDI PVC-DWV ENC WS BUR PVC CLDI >- 4 HDPE SUB WS EXP SST c 3 VERIFY SCALE EXP FRP BUR PVCBAR IS ONE INCH ON SST ORIGINAL DRAWING. FA FOUL AIR ALL EXP o 1„ IND SST PD/P PLANT DRAIN (PUMPED) _ SUB CLDI DATE MARCH 2026 4 PROJ BJO0152J ENC DWG 01-G-0005 BUR HDPE SHEET 5 Autodesk Docs://US OR_BPO0152J_Lake Oswego_DBO WWTF/GEN_RVT2024.rvt PLOT DATE/TIME: 3/31/2026 12:57:27 PM 1 I 2 I 3 I 4 I 5 I 6 PIPING SCHEDULE PIPING SCHEDULE w > L w w L LEGEND SERVICE SIZE (IN.)1 INSTALLATION2 PIPE MATERIAL3 LEGEND SERVICE SIZE (IN.)1 INSTALLATION2 PIPE MATERIAL3 w I E J IND IND < SST <_ 3 SST co EXP EXP o U) BUR SST IND o Z o A HDPE o ENC SST WAS WASTE ACTIVATED EXP CLDI 0 u) O 3 SLUDGE v U IND PVC > 4 SUB > Q BUR CLDI co EXP CPVC HDPE BUR PVC ENC CLDI a ENC PVC IND COP > o Q 1 SE SECONDARY EFFLUENT IND CLDI IND - w co POTABLE CPVC w o 0 CLDI W1 <_ 3 EXP - ct 0 EXP WATER w WS BUR HDPE >- H o m wz — WS ENC PVC _o 4 - 54 BUR CLDI HDPE HW HOT WATER < 3 IND COP z w 0 Y cn Oz CLDI HOT WATER < IND 5 a Z Q QH ENC STL HW3 (NON-POTALBE) 3 EXP COP 0 0 w U wH SUB CLDI COP COLLJ o> WS TW TEPID WATER <_ 3 IND CPVC - IT cc 54 - 63 BUR off HDPE 2 ° PVC w o SECONDARY EFFLUENT WS IND D- SE/WW WET WEATHER ALL BUR CLDI COP I- HDPE EXP a -w B <0 IND 3 SUB SST v Q CL 3 SST (/) zw EXP HDPE 1 2 LI o i CLDI BUR PVC in Y o z IND o H cc WS W3 PLANT WATER SUB PVC <o CLDI IND CLDI u9 6 TERTIARY FILTER EXP Oz o 0 TFE EFFLUENT WS EXP CLDI z z wcc 4 CLDI HDPE o o ENC > 4 wL1J o WS BUR CLDI a _ 0 � zz — CLDI C900 PVC w < o ww BUR HDPE ENC CLDI 0 a > U ww O WS 0 w = m ~ co u) o1- XX/D PROCESS 0 w 0 <o DRAIN co > z ° w - w 0 < Dz XX/OF PROCESS OVERFLOW u) w u 0< SAME MATERIAL O 81) PROCESS ALL ALL AS PIPE BEING Y J O} o 0 XX/SAM SAMPLING SERVED J U ~ PROCESS/ H z C XX/V PLUMBING VENT o 0 0 NOTES: o w U) D 1. SYMBOLS 4. JOINT TYPES W < LESS THAN BA: BARBED <_ LESS THAN OR EQUAL TO BR: BRAZED > GREATER THAN FL: FLANGED >_ GREATER THAN OR EQUAL TO GR: GROOVED HS: HUB AND SPIGOT 2. INSTALLATION HU: HUBLESS W J EXP: EXPOSED (OUTDOOR) MJ: MECHANICAL JOINT WITH RESTRAINT D IND: INDOOR PO: PUSH ON JOINT WITH RESTRAINT — SUB: SUBMERGED PRJ: PROPRIETARY RESTRAINED JOINTAI u) Li j N BUR: BURIED SG: SWAGED Q ENC: ENCASED OR BENEATH STRUCTURES SL: SOLDERED O w U U W SW: SOLVENT WELDED V w 0 W 3. MATERIALS TH: THREADED CC O Et 0 _ C900: AWWA C900 PVC W: WELDED, PLASTIC FUSION, OR FRP (n CELDI: CERAMIC EPDXY-LINED DUCTILE IRON '' z CISP: CAST IRON SOIL PIPE 5. INSULATION AND HEAT TRACING REQUIRED ON ALL EXPOSED OUTDOOR W CLDI: CEMENT-LINED DUCTILE IRON PIPING 6" AND SMALLER. OMIT INSULATION AND HEAT TRACING ON PIPING CL COP: COPPER LOCATED IN HEATED SPACES, EXCEPT WHERE INDICATED ON THE CPE: CORRUGATED POLYETHYLENE DRAWINGS. INSULATION AND/OR HEAT TRACING REQUIRED ON EXPOSED CPVC: CHLORINATED POLYVINYL CHLORIDE PIPING GREATER THAN 6" WHERE INDICATED ON THE DRAWINGS. WHERE FRP: FIBERGLASS REINFORCED PLASTIC EXPOSED PIPING TRANSITIONS TO BURIED PIPING, EXTEND INSULATION D GALV: GALVANIZED STEEL TO FROST DEPTH. REFER TO SPECIFICATION SECTION 40 42 13 GLDI: GLASS-LINED DUCTILE IRON SUPPLEMENT 1 FOR PIPING INSULATION REQUIREMENTS AND PIPE HDPE: HIGH-DENSITY POLYETHYLENE INSULATION SERVICE TYPE DEFINITION. REFER TO SPECIFICATION HDPE TUBING: HIGH-DENSITY POLYETHYLENE TUBING SECTION 40 05 33 FOR HEAT TRACING REQUIREMENTS. PE: POLYETHYLENE PP: POLYPROPYLENE 6. FOR UNPAINTED PIPING OR INSULATED PIPING, COLOR IS LABEL COLOR. VERIFY SCALE PTFE: POLYTETRAFLUOROETHYLENE SAFETY COLORS AS DEFINED BY ASME A13.1. PVC: POLYVINYL CHLORIDE BAR IS ONE INCH ON PVC-DWV: PVC DRAIN WASTE VENT 7. PROCESS VENT, OVERFLOW, AND DRAIN PIPING SHALL BE AS ORIGINAL DRAWING. o 1- PVC TUBING: BRAIDED REINFORCED PVC TUBING SCHEDULED FOR THE ASSOCIATED SERVICE UNLESS OTHERWISE NOTED. RC: REINFORCED CONCRETE DATE MARCH 2O26 STL: CARBON STEEL 8. THIS IS PRELIMINARY DESIGN CRITERIA THAT MAY CHANGE DURING DETAILED PROJ BJO0152J SST: STAINLESS STEEL DESIGN. DWG 01-G-0006 WS: WELDED FABRICATED STEEL SHEET 6 Autodesk Docs://US OR_BPO0152J_Lake Oswego_DBO WWTF/GEN_RVT2024.rvt PLOT DATE/TIME: 3/31/2026 12:56:57 PM 1 I 2 I 3 I 4 I 5 I 6 0 AREA CLASSIFICATION AND MATERIALS SELECTION TABLE AREA CLASSIFICATION AND MATERIALS SELECTION TABLE w L w CO w FACILITY ROOM /AREA LOCATION DESIGNATION NFPA 820 CLASSIFICATION 2020 NFPA 820 REFERENCE FACILITY ROOM /AREA LOCATION DESIGNATION NFPA 820 CLASSIFICATION 2020 NFPA 820 REFERENCE L H I ELECTRICAL ROOM INDOOR, DRY UNCLASSIFIED N/A SCUM PIT WET, CORROSIVE, UNCLASSIFIED TABLE 6.2.2, ROW 4D E 10 ADMINISTRATION BUILDING LAB ROOM INDOOR DRY UNCLASSIFIED NA SUBMERGED Q co OFFICE SPACE INDOOR, DRY UNCLASSIFIED N/A CLARIFIER AREA BELOW COVERS OUTDOOR, WET, UNCLASSIFIED TABLE 5.2.2, ROW 16CN CORROSIVE co 02 GARAGE INDOOR, DRY UNCLASSIFIED N/A o z o A 12 MAINTENANCE SHOP CLARIFIER AREA ABOVE COVERS OUTDOOR, WET UNCLASSIFIED TABLE 5.2.2, ROW 16 O Q STORAGE INDOOR, DRY UNCLASSIFIED N/A Q Y O SLUDGE STORAGE TANKS INDOOR, WET, CORROSIVE, CLASS 1, DIVISION 1 TABLE 6.2.2, ROW 10A ABOVE GRADE OUTDOOR, WET UNCLASSIFIED NEC 500 INTERIOR HAZARDOUS Q m CLASS 1, DIVISION 1,ABOVE GRADE 3 FEET OR LESS WET, CORROSIVE, FIGURE A.4.2(b) EXTERIOR OF SLUDGE STORAGE FROM HATCHES OR VENTS HAZARDOUS GROUP D 40 CLARIFIERS TANK 3 FEET OR LESS FROM WET, CORROSIVE, CLASS 1, DIVISION 1, FIGURE A.4.2(b) 20 INFLUENT PUMP STATION ABOVE GRADE 3 TO 5 FEET FROM WET, CORROSIVE, HATCHES OR VENTS HAZARDOUS GROUP D CLASS 1, DIVISION 2, a w HATCHES OR VENTS HAZARDOUS GROUP D FIGURE A.4.2(b) a o EXTERIOR OF SLUDGE STORAGE Q WET, CORROSIVE, CLASS 1, DIVISION 2 WET WELL, ROCK TRAPS, WET, CORROSIVE, CLASS 1, DIVISION 1, GROUP TANK 3 TO 5 FEET FROMFIGURE A.4.2(b) (1 w m TABLE 4.2, ROW 14A HATCHES OR VENTS HAZARDOUS GROUP D w o o JUNCTION BOX HAZARDOUS D Y ct o Da¢ PUMP ROOM INDOOR, WET UNCLASSIFIED TABLE 6.2.2, ROW 9B 0 0 =w AREAS WITHIN 3 FEET OF FANS, 1-o 22 ODOR CONTROL - OUTDOOR, WET, m cn z FLEX CONNECTIONS, DAMPERS, CLASS 1, DIVISION 2 TABLE 4.2.2, ROW 18C o , WET, CLASS 1, DIVISION 2 FLANGES, AND VESSELS Li 0� ELECTRICAL ROOM INDOOR, DRY UNCLASSIFIED NEC 500 z ct E ABOVE GRADE OUTDOOR, WET UNCLASSIFIED NEC 500 — 0 Y n 2 ABOVE GRADE 3 FEET OR LESS WET, CORROSIVE, CLASS 1, DIVISION 2, AREA ABOVE PROCESS LIQUID w . g z 23 STORM DRAIN PUMP STATION FROM HATCHES OR VENTS HAZARDOUS GROUP D FIGURE A.4.2(b) C I- LEVEL UP TO 18INCHES ABOVE 0 cn w TANK WALL, EXTENDING 181N OUTDOOR, WET, w gi r STORMWATER PUMP STATION WET, CORROSIVE, CLASS 1, DIVISION 2, CLASS I, DIV 2 TABLE 5.2.2, ROW 7, 22 50 FILTRATION HORIZONTALLY FROM OUTSIDE CORROSIVE, HAZARDOUS coJ °� WET WELL HAZARDOUS GROUP D TABLE 4.2, ROW 4 WALL AND 18 IN ABOVE GRADE I- o 1 OUT TO 10 FEET HORIZONTALLY I- o j ELECTRICAL ROOM INDOOR DRY UNCLASSIFIED NEC 500 w 0 2_ WET, CORROSIVE, PUMP ROOM INDOOR, WET UNCLASSIFIED TABLE 4.2.2, ROW 16 i INTERIOR OF CHANNELS CLASS 1, DIV 1 TABLE 5.2.2, ROW 2A HAZARDOUS ABOVE CHANNEL COVERS OUTDOOR, WET UNCLASSIFIED TABLE 5.2.2, ROW 26 a Z w B 55 UV DISINFECTION a o SCREENING AREA WITHIN 10 IN CHANNELS BELOW COVERS SUBMERGED, WET,... UNCLASSIFIED TABLE 5.2.2, ROW 26 z co a OUTDOOR, WET, a' FEET OF EQUIPMENT OR OPENCLASS 1, DIV 2 TABLE 5.2.2, ROW 2C Q z w CHANNEL. CORROSIVE 60 SOLIDS LOADOUT BAY/ POLYMER AREA INDOOR, WET, HAZARDOUS CLASS I, DIV 2 TABLE 6.2.2, ROW 10B a w I 25 HEADWORKS AND GRIT I- w O- w =} H SCREENING GREATER THAN 10 Q o a OUTDOOR, WET, FEET FROM EQUIPMENT OR CORROSIVE UNCLASSIFIED TABLE 5.2.2, ROW 2C o CHANNEL. O � Op_a GRIT PUMPING INDOOR, WET UNCLASSIFIED TABLE 6.2.2, ROW 2 z o 0 a zz LOAD OUT INDOOR, WET, CORROSIVE UNCLASSIFIED TABLE 6.2.2, ROWS 1 AND 2 z o ABOVE GRADE OUTDOOR, WET UNCLASSIFIED NEC 500 0 0 o� ABOVE GRADE 3 FEET OR LESS WET, CORROSIVE, CLASS 1, DIVISION 1, <- FIGURE A.4.2(b) w (/)o FROM HATCHES OR VENTS HAZARDOUS GROUP D 1- w w 0 g 28 PLANT DRAIN PUMP STATION ABOVE GRADE 3 TO 5 FEET FROM WET, CORROSIVE, CLASS 1, DIVISION 2, 6 0 w HATCHES OR VENTS HAZARDOUS GROUP D FIGURE A.4.2(b) m 0 LLJ 1 CO U) z~ O <0 WET, CORROSIVE, CLASS 1, DIVISION 1, O w z PLANT DRAIN WET WELLTABLE 4.2, ROW 14A C.0 Y w Z HAZARDOUS GROUP D w O Q 2 z AREA ABOVE LIQUID LEVEL AND INDOOR, WET, CORROSIVE, 0 Q LU O o m CLASS 1, DIVISION 1 TABLE 5.2.2, ROW 7A AND 8 BELOW HARD COVER HAZARDOUS Y _1 > PIPE GALLERY INDOOR, WET UNCLASSIFIED TABLE 9.1.1.1.1, ROW 2C U ~ 30 AERATION BASINS AREAS ABOVE HARD COVER OUTDOOR, WET UNCLASSIFIED NA H z C "J 2 SCUM PITS INDOOR, WET, CORROSIVE, CLASS 1, DIVISION 1 TABLE 6.2.2, ROW 4C o HAZARDOUS 0 w 0 32 ODOR CONTROL AREAS WITHIN 3 FEET OF FANS, OUTDOOR, WET, FLEX CONNECTIONS, DAMPERS, CLASS 1, DIVISION 2 TABLE 4.2.2, ROW 18C D AERATION AND SOLIDS HAZARDOUS FLANGES, AND VESSELS ELECTRICAL ROOM INDOOR, DRY UNCLASSIFIED NA 0 35 BLOWER FACILITY Z BLOWER ROOM OUTDOOR, WET UNCLASSIFIED NA Q Z O NOTES: A - Q J 1. CLASSIFICATION FOR EXISTING AREAS NOT INDICATED ON THIS TABLE HAVE NOT BEEN DETERMINED. R W _ E ANY WORK DONE IN AREAS NOT LISTED ON THIS TABLE SHALL BE SUBMITTED TO ENGINEER FOR REVIEW. z 0 IL W 2. FOR INSTRUMENT ENCLOSURE RATINGS AND MATERIALS, SEE INSTRUMENT LIST AND SPECIFICATION SECTION 41 91 00, INSTRUMENTATION AND CONTROL COMPONENTS. CO (D D C]) Q 3. NEMA 4X ENCLOSURES SHALL BE 316 SST, UNO. r, CL Q 2 4. JUNCTION BOXES, PULL BOXES AND WIREWAYS MAY BE NEMA 4X IN CLASS I DIVISION 2 SPACES. U 5. THIS IS PRELIMINARY DESIGN CRITERIA THAT MAY CHANGE DURING DETAILED DESIGN. Q ABBREVIATIONS: W AL ALUMINUM Et CGD COMBUSTIBLE GAS DETECTOR Q D EMT ELECTRICAL METALLIC TUBING FE FIRE EXTINGUISHER FAS FIRE ALARM SYSTEM FDS FIRE DETECTION SYSTEM FRP FIBERGLASS REINFORCED PLASTIC H HYDRANT VERIFY SCALE NA NOT APPLICABLE BAR IS ONE INCH ON PVC POLYVINYL CHLORIDE ORIGINAL DRAWING. o 1° RGS RIGID GALVANIZED STEEL SST SST DATE MARCH 2026 PROJ BJO0152J DWG 01-G-0009 SHEET 7 Autodesk Docs://US OR_BPO0152J_Lake Oswego_DBO WWTF/GEN_RVT2024.rvt PLOT DATE/TIME: 3/24/2026 7:48:17 AM 1 I 2 I 3 I 4 I 5 I 6 GENERAL SHEET NOTES a > INSTRUMENT IDENTIFICATION LINE LEGEND 1. COMPONENTS AND PANELS SHOWN WITH A SINGLE ASTERISK (* ) ARE TO BE PROVIDED AS PART OF A CC PACKAGE SYSTEM. co INSTRUMENT IDENTIFICATION LETTERS TABLE iH CD FIRST-LETTER SUCCEEDING-LETTERS PRIMARY PROCESS 2 COMPONENTS AND PANELS SHOWN WITH A DOUBLE _, (CLOSED CONDUIT, PARALLELING LINES ASTERISK (�I(* ) ARE TO BE PROVIDED UNDER DIVISION 26, ELECTRICAL. PROCESS OR MODIFIER READOUT OR READOUT OR READOUT OR DASHED LINE INDICATES o EXAMPLE SYMBOLS LETTER INITIATING VARIABLE PASSIVE FUNCTION PASSIVE FUNCTION PASSIVE FUNCTION ALTERNATE FLOW STREAM) THIS IS A STANDARD LEGEND. THEREFORE, NOT ALL OFCV A A ANALYSIS (+) ALARM SECONDARY PROCESS (2) �m m� 3(2) 3 THIS INFORMATION MAY BE USED ON THE PROJECT. o z o B BURNER, COMBUSTION USER'S CHOICE (*) USER'S CHOICE (*) USER'S CHOICE (*) _ BYPASS PROCESS I I COMPONENTS AND PANELS SHOWN WITH A SINGLE u © FIRST LETTER(S) • _��___ Q Y SUCCEEDING LETTER(S) C USER'S CHOICE (*) CONTROL �� PROCESS (OPEN CHANNEL) (A) (B) 4. FILLED IN DIAMOND ( �) ARE TO BE PROVIDED BY THE Q D DENSITY (S.G.) DIFFERENTIAL �_-- PANEL ROCU EMENTOZONE SYSTEM SUPPLIER PAC AGEASRT OF THE CONTROL coY CLARIFYING ABBREVIATIONS • ,/— ANALOG SIGNAL (A) TOTAL OF 2 SIGNALS (B) 3 TYPICAL SETS OF • E VOLTAGE PRIMARY ELEMENT, POWER SUPPLY UNITS INDICATED BY A SINGLE UNFILLED UNIT PROCESS NUMBER SENSOR gg/— (4 TO 20 mAdc, ETC.) 2 SIGNALS EACH. 5. DIAMOND (0) ARE TO BE PROVIDED BY THE OZONE FLOW RATE RATIO -- --�--F- SYSTEM SUPPLIER AS PART OF THE POWER SUPPLY > u_ ITXX F DISCRETE TOTAL OF 6 SIGNALS. UNIT PROCUREMENT PACKAGE. a ° (FRACTION) LLLUU • (ON/OFF, ETC.) .Q USER'S CHOICE (*) GLASSG , GAUGE GATE // // // PNEUMATIC SIGNAL CONNECTING LINES ry z w 0 om VIEWING DEVICE X X X FILLED SYSTEM SIGNAL 4‘ ' Q Et o SET LETTER (USED WHEN ai THERE ARE MULTIPLE DEVICES H HAND (MANUAL) HIGH HYDRAULIC SYSTEM SIGNAL I I ~o WITH THE SAME UNIT NUMBER) o �, I CURRENT (ELECTRICAL) INDICATE 0 DATA LINKS Uo J POWER SCAN I z >N UNIT NUMBER I c - TIME, TIME SCHEDULE TIME RATE CONTROL STATION BUILDING OR u) i _i o K OF CHANGE FACILITY BOUNDARY NON-CONNECTING LINES > 0 Q IS LOOP NUMBER P w L LEVEL LIGHT • PACKAGE SYSTEM • o< Et w (PILOT)) LOW EQUIPMENT Q wH M MOTION MOMENTARYI MIDDLE, INTERMEDIATE — TYPICAL BREAK ZrrY N TORQUE USER'S CHOICE (*) USER'S CHOICE (*) USER'S CHOICE (*) EC ETHERNET (COPPER) < o LLJ O USER'S CHOICE (*) ORIFICE, RESTRICTION PACKAGE SYSTEM -) Z D DIGITAL SYSTEM INTERFACES PRESSURE, VACUUM POINT (TEST) w° P CONNECTION 0 -w B A ANALOG INPUT WHERE X = QUANTITY INTEGRATE, I z Q TOTALIZE INTERFACE SYMBOLS R RADIATION RECORD OR PRINT z w ANALOG OUTPUT _ Et H H = MAINTAINED S SPEED, FREQUENCY SAFETY SWITCH Ili 1 I— V =° T TEMPERATURE TRANSMIT S WA Of PROCESS INTERFACE Q M = MOMENTARY o o c 0 X DISCRETE INPUT U MULTI VARIABLE MULTI FUNCTION MULTI FUNCTION MULTI FUNCTION 00 S = STATUS • 'z G_H VIBRATION, VALVE, DAMPER, co DISCRETE OUTPUT V MECHANICAL ANALYSIS LOUVER WA D SIGNAL INTERFACE O o o Z X W WEIGHT, FORCE WELL Z o caw NETWORKED X UNCLASSIFIED (*) X AXIS UNCLASSIFIED (*) UNCLASSIFIED (*) UNCLASSIFIED (*)• 0 0 COMMUNICATIONS EVENT, STATE Y AXIS RELAY, COMPUTE, W SOURCE UNIT PROCESS NO. (1 OR 2 DIGITS) z z — INTERFACE Y OR PRESENCE CONVERT Q PROFINET OR P/B (PROFIBUS) A INTERFACE NO. (2 DIGITS) H O o POSITION Z AXIS DRIVE, ACTUATOR, z Z UNCLASSIFIED FINAL D DESTINATION DRAWING NO. O O 11 LLI o CONTROL ELEMENT coO o H , S SOURCE DRAWING NO. 0 0 0 Qo Lu w Z TABLE BASED ON THE INSTRUMENTATION, SYSTEMS, AND AUTOMATION SOCIETY (ISA) STANDARD. 0 o < o w w (+) WHEN USED, EXPLANATION IS SHOWN ADJACENT TO INSTRUMENT SYMBOL. SEE ABBREVIATIONS AND LETTER SYMBOLS. INTERFACE TOY 0 o w 0 (*) WHEN USED, DEFINE THE MEANING HERE FOR THE PROJECT. IINf OR FROM PROCESS f <0 �° w _i H v EXTERNAL TO PROJECT Q U Q J co H Z C PROCESS OR SIGNAL 2 f 0 LINE CONTINUATION O f o GENERAL INSTRUMENT OR SPECIAL CASES TRANSDUCERS N=1,2,3,ETC O FUNCTIONAL SYMBOLS A ANALOG I CURRENT LIJ m� �00 D DIGITAL P PNEUMATIC / \1 ON AND OFF EVENT FIELD MOUNTED /�- \ LIGHTS E VOLTAGE PF PULSE FREQUENCY �_/ F FREQUENCY PD PULSE DURATION SELF CONTAINED VALVE & ° 00 H HYDRAULIC R RESISTANCE EQUIPMENT TAG NUMBERS z BACK-OF-PANELN_ - �_. MOUNTED (OPERATOR p INACCESSIBLE) ON-OFF HAND SWITCH, MAINTAINED CONTACT O z 0— 0 SWITCH (CONTROLLED EXAMPLE ARV AIR RELEASE VALVE 0 - W ___/ (OPERATOR ON RETURN OF POWER PANEL MOUNTED DEVICE WILL RESTART I/P _AAA-FPLLDS AVRV AIR AND VACUUM RELEASE VALVE � Q CL 0 ACCESSIBLE) SS AFTER POWER FAILURE). ("Flif A = ISA IDENTIFIER BLV BALL VALVE CCw ' � _ICURRENT TO PNEUMATIC F = FACILITY NUMBER CV CHECK VALVE w MCC MOUNTED gb �/ TRANSDUCER (BACK OF BFV BUTTERFLY VALVE P = PROCESS NUMBER DV DIAPHRAGM VALVE rY STOP-START START HAND SWITCH PANEL, IN A FLOW LOOP) L = LOOP NUMBER E EJECTOR �� MOMENTARY CONTACT SWITCHES (CONTROLLED D = DEVICE NUMBER FCV FLOW CONTROL VALVE z S = SEC DEVICE NUMBER G DEVICE WILL NOT RESTART GATE GV GATE VALVE SCADA FUNCTION ON RETURN OF POWER LCV LEVEL CONTROL VALVE AFTER POWER FAILURE). M MECHANICAL EQUIPMENT D NV NEEDLE VALVE OIU OPERATOR INTERFACE UNIT P PUMP PCV PRESSURE CONTROL VALVE PSE RUPTURE DISK NTS PSV PRESSURE RELIEF VALVE VERIFY SCALE PV PLUG VALVE T TANK BAR IS ONE INCH ON TCV TEMPERATURE CONTROL VALVE ORIGINAL DRAWING. 0 1" DATE FEBRUARY 2026 PROJ BPO0152J DWG 01-G-0021 SHEET 8 FILENAME: 01-G-0021.dwg PLOT DATE: 3/25/2026 PLOT TIME: 8:57 AM 1 I 2 I 3 I 4 I 5 I 6 a w > VALVE SYMBOLS MISCELLANEOUS SYMBOLS PUMP AND COMPRESSOR SYMBOLS w CO w CC CO H CCD E J J Q —><H GATE PRESSURE RELIEF LE 120V o K SIGHT GLASS 120 VOLT, 60 HZ POWER NOTE: XX: AS ADJUSTABLE SPEED N CS-1 CONSTANT SPEED (SINGLE SPEED) m A �� KNIFE GATE Q AIR AND/OR VACUUM RELEASE \� 480V CS-2 CONSTANT SPEED (TWO SPEED) j o H H BUTTERFLY I DIAPHRAGM SEAL 480 VOLT, 60 HZ POWER Q z O f— REGULATED SIDE U �� GLOBE PRESSURE CONTROL CENTRIFUGAL PUMP SUBMERSIBLE SUMP PUMP m Q (DRY PIT) Jo( -1)80— BALL II f BLIND FLANGE ANNULAR DIAPHRAGM SEAL V �4 MULTI-PORT VALVES XX �� 'I--► PROGRESSIVE CAVITY PUMP �� VEE- BALL (BALL VALVE SHOWN. FOR OTHERv4' CENTRIFUGAL WET PIT AXX > o �� PLUG VALVE TYPES, APPROPRIATE AIR GAP RUPTURE DISK (PRESSURE) XX PUMP OR TURBINE PUMP Q >- VALVE SYMBOL SHOWN. ) • ry - SEAT PORT ARROWS INDICATE FLOW PATTERN. O 0 m ECCENTRIC PLUG V (CENTRIFUGAL)SEAT PORTS ARE IMPLIED BY COMPRESSOR CENTRIFUGAL cn °O VENT TO ATMOSPHERE CHEMICAL FEED PUMP XX Q w Q -1/\1- DIAPHRAGM INDICATED FLOW PATTERN. M RUPTURE DISK (VACUUM) O XX � � —MI— PINCH TELESCOPE COMPRESSOR (PISTON) o � �z AERATOR PIG INSERT POINT �� DIAPHRAGM PUMP H Q NEEDLE 0 SAMPLE XX XX z c uiO CT) 2 fie ��� SWING CHECK o MUD K-f OR K PIG CATCH POINT GEAR PUMP OR BLOWER BLOWER OR FAN w ,U o Q 0 vf--) PLUG (POSITIVE DISPLACEMENT) (CENTRIFUGAL) ct ctH �w LLLJH —1‹) H BALL CHECK XX XX z °rY RECEPTACLE MIXER c a-w ���1 PERESTALTIC EJECTOR w o~ CHEMICAL FEED PUMP w-) o O SELF CONTAINED 0 ELECTRIC MOTOR ~ GATE SYMBOLS AIR SUPPLY IC z II w W B COMPOSITE SAMPLER z o U SLUICE [ ] FABRICATED SLIDE - T SD (DIPPER TYPE) PRESSURE GAUGE LINE SIZE AND MATERIAL IDENTIFICATION U Q a D J Zw w= BUTTERFLY SHEAR COMPOSITE SAMPLER w Y =o - SS 11, TONE TRANSMITTER FLAP (SUCTION TYPE) NO. X (FOR REFERENCE ONLY. SEE SITE AND MECHANICAL DRAWINGS) < a PIPE DIAMETER g o TV TV CAMERA TONE RECEIVER IN INCHES �0 oQ 411O ACTUATOR SYMBOLS NO. X S 24"-RW S z zz z n XX PNEUMATIC DIAPHRAM E Z 7 RADIO ANTENNA VOICE COMMUNICATION FLOW STREAM ID zLii LU o SPRING-OPPOSED, SINGLE OR ELECTRIC MOTOR WITH POSITIONER �. POINT o= "ON" TIME DELAY z z DOUBLE ACTING I A ON TD B B "ON" X-SEC. 0- 1 X-SEC AFTER A "ON". TV TV MONITOR H O w Lu ITXX PNEUMATIC CYLINDER O o� SINGLE OR DOUBLE ACTING T MANUAL INSTANT "OFF". A O =m ACTUATED BY ONE INPUT "OFF" TIME DELAY AND C_ LOGIC ELEMENT: FLOW STREAM IDENTIFICATION p 00 O o 0 A OFF-TD B B "OFF" X-SEC. _Be IF A AND NOT B THEN C 0 o w Z° M XX Txx X-SEC AFTER A "OFF". O 5 Q w ELECTRIC MOTOR ELECTROHYDRAULIC A w . INSTANT "ON". w O J Lj o CHFL CHEMICAL CONVEYANCE WATER C LOGIC ELEMENT: CHW CHEMICAL FLUSHING WATER 0 Q O0 o0 g OR IF A OR B THEN C CS CAUSTIC SOLUTION, CONCENTRATED Y J U a S XX NOTE: O CSD CAUSTIC SOLUTION, DILUTE .11 SOLENOID ON LOSS OF PRIMARY POWER (PNEUMATIC, ELECTRICAL INTERLOCK. SEE S ON/OFF RELAY. INPUT IS CWR COOLING WATER RETURN (OPEN LOOP) OR CWS COOLING WATER SUPPLY (OPEN LOOP) C OR HYDRAULIC) CONTROL DIAGRAMS CONNECTED TO OUTPUT D, DR DRAIN z XX: FO =FAIL OPEN I R WHEN SWITCHING SIGNAL DW DILUTION WATER XX FC =FAIL CLOSED IS PRESENT. FS FIRE SPRINKLER WATER o H FLP=FAIL TO LAST POSITION FW FINISHED WATER LL HYDRAULIC S SWITCHING SIGNAL GCWR GENERATOR COOLANT WATER RETURN (CLOSED LOOP) o A 4 SWITCHING RELAY. INPUT GCWS GENERATOR COOLANT WATER SUPPLY (CLOSED LOOP) w S C MEMORY ELEMENT GOX GASEOUS OXYGEN Et B R WITH DOT IS CONNECTED HF HYDROFLUORIC ACID, CONCENTRATED PRIMARY ELEMENT SYMBOLS S= SET , R= RESET TO OUTPUT WHEN SWITCHING HFD HYDROFLUORIC ACID, DILUTE SIGNAL IS PRESENT HWR HEATING WATER RETURN HWS HEATING WATER SUPPLY PURGE SET OTHER INPUT IS CONNECTED LOX LIQUID OXYGEN X W = WATER TO OUTPUT WHEN SWITCHING N2 NITROGEN 0 \/ ULTRASONIC A = AIR SIGNAL IS NOT PRESENT. 02 OXYGEN PARSHALL FLUME Hr\j1 ® FLOWMETER 03 OZONE VI zo SEE0 O1.101 if FLUSHING CONNECTION 03S OZONE SOLUTION N OF OVERFLOW p WEIR M ELECTROMAGNETIC OG OFF GAS Q 0 0 FLOWMETER XX AIR SET OW OZONATED WATER z — Z R1 OZONE REACTOR R1 00 06 w 1 X H PROPELLER OR TURBINE METER XX= SUPPLY PRESSURE R5 OZONE REACTOR R5 Q � Ur —1,1—® ORFICE PLATE IN PSIG. HOSE ADAPTOR RW RAW WATER SA BD SAMPLE BISULFITE, DILUTE w W f D84 PI CC ® of © if SEAL WATER SET SSBS SODIUM BISULFITE CONCENTRATED ' _I ill FLOW TUBE _0(1-: rY DENSITY METER SD STORM DRAIN H FILTER/ f Disa I \ I • c--�I-of SH SODIUM HYPOCHLORITE, CONCENTRATED co \--_---/ REGULATOR/ y SHD SODIUM HYPOCHLORITE, DILUTE H PITOT-STATIC (L-- GAUGE SET SIGHT GLASS UW UTILITY WATER V VENT I LEVEL (ULTRASONIC) FLEXIBLE CONNECTOR II W1 NO.1 (POTABLE) WATER D FFLCPLLLX W2 NO.2 (NONPOTABLE) WATER —� D kilo- VORTEX METER �� r PANEL CONTINUED rj \ �� ON SAME OR OTHER FI ROTAMETER T PULSATION DAMPENER DRAWING ° LEVEL (BUBBLER TUBE) PANEL OUTLINE NTS PANEL NAME VERIFY SCALE :9;.; F FILTER R ❖.•. BAR IS ONE INCH ON —Morifil—D.- THERMAL FLOW METER LS LEVEL (FLOAT) ORIGINAL DRAWING DATE FEBRUARY 2026 PROJ BPO0152J DWG 01-G-0022 SHEET 9 FILENAME: 01-G-0022.dwg PLOT DATE: 3/25/2026 PLOT TIME: 8:58 AM 1 I 2 I 3 I 4 I 5 I 6 SYMBOL DESCRIPTION SYMBOL DESCRIPTION SYMBOL DESCRIPTION SYMBOLS DESCRIPTION 0 ONE-LINE DIAGRAM-1 ONE-LINE DIAGRAM-2 CONTROL DIAGRAM-1 CONTROL DIAGRAM-2 > L w CO << n >> DRAWOUT AIR CIRCUIT BREAKER, LOW VOLTAGE « >> DRAWOUT POWER CIRCUIT BREAKER, MEDIUM VOLTAGE 0 0 PUSH-BUTTON SWITCH, MOMENTARY CONTACT, CAPACITOR H NORMALLY OPEN o n CIRCUIT BREAKER, THERMAL MAGNETIC TRIP SHOWN, <-�- I I H> NON DRAWOUT FUSED SWITCH, MEDIUM VOLTAGE n I n PUSH-BUTTON SWITCH, MOMENTARY CONTACT, I BATTERY 400 3 POLE, UNO 400 225 NORMALLY CLOSED Q co n CIRCUIT BREAKER, STATIC TRIP UNIT, SENSOR AMP «� 1 I I H �> DRAWOUT FUSED SWITCH AND CONTACTOR, MEDIUM 0 PUSH-BUTTON SWITCH, MAINTAINED CONTACTS WITH O`er O LIMIT SWITCH, NORMALLY OPEN, CLOSES AT END CN AS AT TRIP AND FRAME RATINGS SHOWN, 3 POLE, UNO 400 225 VOLTAGE -- MECHANICAL INTERLOCK V� OF TRAVEL m A AF or AF « > DRAWOUT FUSED SWITCH AND VACUUM CONTACTOR, OQ6 LIMIT SWITCH, NORMALLY CLOSED, OPENS AT END > 0 o /1 400 225 MEDIUM VOLTAGE OF TRAVEL Q Y O CIRCUIT BREAKER, MAGNETIC TRIP ONLY, U 100/M TRIP RATING SHOWN, 3 POLE, UNO O 3 POSITION SELECTOR SWITCH MAINTAINED CONTACT >- Q < DRAWOUT VACUUM CONTACTOR, MEDIUM VOLTAGE O TEMPERATURE SWITCH, OPENS ON TEMPERATURE RISE m ^- I I I I— CIRCUIT BREAKER WITH CURRENT LIMITING FUSES, MEDIUM VOLTAGE CABLE STRESS CONE TYPE O TEMPERATURE SWITCH, CLOSES ON TEMPERATURE RISE 400 400 TRIP AND FUSE RATING INDICATED, 3 POLE, UNO TERMINATION, OPEN TERMINATOR OR ELBOW OFF HAND REMOTE SELECTOR SWITCH - MAINTAINED CONTACT - CHART o IDENTIFIES OPERATION WHEN NEEDED FOR CLARITY > } °S) FLOAT SWITCH, NORMALLY OPEN, CLOSES ON —I I I SWITCH - LOAD BREAK, GROUP OPERATED, H w co FUSED SWITCH, SWITCH AND FUSE CURRENT RATING POSITION DESCENDING LEVEL 0_ m 400 225 MEDIUM VOLTAGE w o 0 INDICATED, 3 POLE, UNO CKT HAND OFR - CLOSED CONNOTE m CL Q ISWITCH, CURRENT RATING INDICTED, 3 POLE, UNO 1 _ X O - OPEN C@�1TACT V FLOAT SWITCH, NORMALLY OPEN, CLOSES ON Q o 100 _) O OI 2 O 0 X = 0)z — SWITCH W/ARCING HORNS, MEDIUM VOLTAGE RISING LEVEL w o I I I FUSE, CURRENT RATING AND QUANTITY INDICATED >N 60(3) DISCONNECTING FUSE SOLID MATERIAL, z w MEDIUM VOLTAGE OHO TOGGLE SWITCH, ON OFF TYPE PRESSURE SWITCH, NORMALLY CLOSED, OPENS ON z0 Y o RISING PRESSURE SWITCH - HOOK STICK OPERATED, SINGLE POLE, ON OFF > U zQ O PRESSURE SWITCH, NORMALLY OPEN, CLOSES ON W 0 z �OC� MAGNETIC STARTER WITH OVERLOAD, MEDIUM VOLTAGE RISING PRESSURE Q U)I- NEMA SIZE INDICATED, FVNR UNO co Q - �'1 FUSE EXPULSION, HOOK STICK OPERATED, IO p SELECTOR SWITCH, ON OFF TYPE O FLOW SWITCH, CLOSES ON INCREASED FLOW 0_ LJ VFD ELECTRONIC STARTERS/SPEED CONTROL SINGLE POLE, MEDIUM VOLTAGE I o H RVSS - REDUCED VOLTAGE SOFT STARTER wo O O FLOW SWITCH, OPENS ON INCREASED FLOW i VFD = AC VARIABLE FREQUENCY DRIVE _ D_ DC = DC ADJUSTABLE SPEED DRIVE O GROUND SWITCH, GANG OPERATED i RVAT = REDUCED VOLTAGE AUTO TRANSFORMER TYPE 0 n MUSHROOM HEAD PUSHBUTTON SWITCH NGR NEUTRAL GROUND CURRENT LIMITING RESISTOR o -w B RVRT = REDUCED VOLTAGE REACTOR TYPE Q o —0 TERMINAL BLOCK LUG \ / � d _ z ,� J Q • A • INDICATING LIGHT, PUSH-TO-TEST, LETTER RES CALIBRATING RESISTOR < Z LLJ • DELTA CONNECTION �� INDICATES COLOR 1- o CABLE BUS OR CONNECTION POINT p w w • / (GD TACHOMETER GENERATOR ~ z o K KEY INTERLOCK 4 WYE GROUNDED CONNECTION, SOLID GROUND A INDICATING LIGHT - LETTER INDICATES COLOR Q o i \ A - AMBER G - GREEN S - STROBE Z 0_Q B - BLUE R - RED o SURGE ARRESTER (GAP TYPE) WYE NEUTRAL GROUND RESISTOR OR IMPEDANCE C CLEAR W WHITE (I) GFS GROUND FAULT SENSOR z o z z R or Z CONNECTION z o ( 10 CAPACITOR - KVAR INDICATED, 3 PHASE ETM ELAPSED TIME METER o w w0 C(S)D 0 I FLASHER o zZ 86 RELAY OR DEVICE, FUNCTION NUMBER AS INDICATED •©• MOTOR STARTER CONTACTOR COIL u_ Q o 30 AC MOTOR, SQUIRREL CAGE INDUCTION 0SEALED CONTACT 0 o D HORSEPOWER INDICATED LLJ • CRx • CONTROL RELAY, X INDICATES NUMERICAL ORDER > 0 w = I' IN CIRCUIT 50:5 CURRENT TRANSFORMER, ZERO SEQUENCE, RATIO BUZZER o O Q o II GENERATOR, KW/KVA RATING SHOWN AND QUANTITY INDICATED • TDR • TIME DELAY RELAY, X INDICATES NUMERICAL ORDER p w w z z� 500/625 (1) x IN CIRCUIT POTENTIOMETER w nu) < o SOLENOID VALVE,X INDICATES NUMERICAL ORDER w (Q VS 800/1200:541111 —1\i\r- 0 Q p o o BUSHING CURRENT TRANSFORMER, MULTI-RATIO IN CIRCUIT O • O ANALOG METER WITH SWITCH - SCALE RANGE SHOWN AND QUANTITY INDICATED W J =Q 0-600V V = VOLTAGE KW = KILOWATTS (3) I I CONTACT - NORMALLY OPEN RESISTOR U ~ A = AMPERAGE KVAR = KILOVARS PF = POWER FACTOR MO MOTOR OPERATOR, BREAKER OR SWITCH H C / CONTACT - NORMALLY CLOSED Z D BLOWN FUSE INDICATOR 0 EUM ENERGY MOUNTING UNIT o DPM -1=I H I 1=1- REMOTE DEVICE o ww DIGITAL POWER METER (MULTIFUNCTION) MRP MOTOR PROTECTION RELAY w D O�_ O TIME DELAY RELAY CONTACT, NORMALLY OPEN, COAXIAL CABLE L Q UTILITY REVENUE METER HS HAND SWITCH, ESTOP Jl CLOSES WHEN ENERGIZED AND TIMED OUT TIME DELAY RELAY CONTACT, NORMALLY CLOSED, ® BREAKER SHUNT TRIP, 120VAC COIL, ENERGIZE TO OPENS WHEN ENERGIZED AND TIMED OUT MULTICONDUCTOR SHIELDED CABLE GROUND REMAIN CLOSED °T° O TIME DELAY RELAY CONTACT, CLOSES WHEN ENERGIZED, _ OPENS WHEN ENERGIZED AND TIMED OUT 15 KVA DPM DIGITAL POWER METER 480-120/240V I TIME DELAY RELAY CONTACT, OPENS WHEN ENERGIZED, DUPLEX RECEPTACLE _1— 1 PH �M�J CLOSES WHEN ENERGIZED AND TIMED OUT11) U TRANSFORMER, SIZE, VOLTAGE RATINGS, I AI AND PHASE INDICATED X% O gi E E REACTOR, INPUT OR OUTPUT l.�J�J OUL-O MOTOR SPACE HEATER 0 V w U 0 SHIELDED ISOLATION TRANSFORMER 0) RELAY WITH MECHANICAL LATCH CIS CD w LLJ DV/DT DV/DT OUTPUT FILTER 0 TERMINAL BLOCK, REMOTE ') w 480-120V 3EPOTENTIAL TRANSFORMER, VOLTAGE RATING 0 TERMINAL BLOCK, INTERNAL FULLWAVE DIODE BRIDGE (AC TO DC) AND QUANTITY INDICATED -< )- (3) >-D FUSED TERMINAL BLOCK CURRENT TRANSFORMER, RATIO(100:5) AND D 100.5E(3) QUANTITY INDICATED (3) NOTES: THERMISTOR I I I FUSE, RATING INDICATED 1. THESE ARE STANDARD LEGEND SHEETS, SOME SYMBOLS AND ABBREVIATIONS 4 CONNECTION POINT TO EQUIPMENT SPECIFIED IN OTHER MAY APPEAR ON THE LEGEND AND NOT ON THE DRAWINGS. LTA DIVISIONS. RACEWAY, CONDUCTOR AND CONNECTION ����'"' j 12" = 1' 0" IN THE DIVISION 2. FOR ADDITIONAL ABBREVIATIONS OF OTHER DIVISIONS (HVAC, MECHANICAL, AND TRANSFORMER, CONTROL POWER STRUCTURAL/ARCHITECTURAL) SEE OTHER LEGENDS. �rWl VERIFY SCALE XKV 120V —. •--1 I MEDIUM VOLTAGE SURGE ARRESTOR 3. COMPONENTS AND PANELS SHOWN WITH A SINGLE ASTERISK (*) ARE TO BE BAR IS ONE INCH ON PROVIDED AS PART OF A PACKAGE SYSTEM. ORIGINAL DRAWING. THERMOCOUPLE 0 1" SPD SURGE PROTECTION DEVICE 4. COMPONENTS AND PANELS SHOWN WITH A DOUBLE ASTERISK (**) ARE TO BE DATE MARCH 2O26 PROVIDED UNDER DIVISION 26, ELECTRICAL. 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H _, C 111 W U O 0 Iii � W O 001, W CO , \I I, _______ __, I i •_ r , . .lii MP .. -- '.I' i CO lirilifilli I ir / Irt . ! 1.-- ..._ 1* I \ iminilliiiiii \ in Et LE lr min (.9 LJ_ • • o Elil V 9 < r7 0 o BIOLOGICAL FOAM PIT D VERIFY SCALE BAR IS ONE INCH ON ORIGINAL DRAWING. 0 1" DATE MARCH 2026 PROJ BJ00152J DWG 01-G-0061 SHEET 22 Autodesk Docs://US OR_BPO0152J_Lake Oswego_DBO WWTF/GEN_RVT2024.rvt PLOT DATE/TIME: 3/31/2026 2:07:29 PM 1 I 2 I 3 I 4 I 5 I 6 0 w > LY w w CO H (3 E J QJ Ib O N CO Z O O Q Y O U EFFLUENT CHANNEL DISK FILTERS m Y 0 > W ii Q H w woo U) 0_Q [Q W -, wHo U)Z _o W E UQ Z E O Y u° (7) 1 QI- > U ZQ w oz J CT)LE W (4H - "_--____ __ _ Do LE Hii_ o_ _ _ _ _ in O 1K cc 1 - '_ _ UdW - • -` _ � _ LE H O �' _ I ik § -�-T Z B - - •J r - W . ‘INI• illi:IN . 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I Z J CC w ct LL PUMP GALLERY '' o Lo D VERIFY SCALE BAR IS ONE INCH ON ORIGINAL DRAWING. 0 1" DATE MARCH 2026 PROJ BJO0152J DWG 01-G-0062 SHEET 23 Autodesk Docs://US OR_BPO0152J_Lake Oswego_DBO WWTF/GEN_RVT2024.rvt PLOT DATE/TIME: 3/31/2026 2:08:29 PM 1 I 2 I 3 I 4 I 5 I 6 0 w > L w w cc co H FILTER EFFLUENT 2o E zitJ co O N co m A • _ - WEIR, TYP II Q CO 2 Fey • . ►, r..4 + r • _ 10 _I.0 o Q { , CLam < - mw-' -, - - ' 1: ' . - - Y oo 1 0 H Q — - . , - N_ • Z I2 CC - _ . O Y �O . • , w U) I ¢H .. - U ZZ< 1 -IZ CT)L11 mco H • DISK FILTER, TYP a= F- r 1 . w O / / l ---'.1.1........""'"''.. "." .... I- I- Ce o Zw B - _a .'fINIIIIIMMEINIMINIIIIMika, • • Q Z o ct ....,„„„,..,„ .....,_ _ m a i� a� w 0 =o H cn o Z �O �� �1 p a \ . ■ l ZZ coct w_ �� wO CI 2 sm .; r I- wW ,max i —1 0 o D 0 w =m . 0 > H O a 0 O Qo 3. ' - O w IZ CDY zc� w O < 20 w w 0< • . , O Y O om w Q H =0 Q U H - . willIIMMIIIIIIIIIIMII _1 • - 1 • r, ., S. , I . _ r • • % r . • - z z ■ • 2 I _ U • i • _ . O W / rr Lii O Y I L try \ co �_ `Is� X�jr w " -. v CC _ - - - - PUMPS, TYP z V� O mug z Q Ow - V �, a _ICIS E LL rl I • - , . • . of o Lo D PUMP GALLERY VERIFY SCALE BAR IS ONE INCH ON ORIGINAL DRAWING. 0 1" DATE MARCH 2026 PROJ BJO0152J DWG 01-G-0063 SHEET 24 Autodesk Docs://US OR_BPO0152J_Lake Oswego_DBO WWTF/GEN_RVT2024.rvt PLOT DATE/TIME: 3/31/2026 2:09:34 PM 1 I 2 I 3 I 4 I 5 I 6 0 w > L w w CC CO H I E CANOPY FOR CONTROLS N CO CO Z O O Q 0) O U >- CO Y 0 w 0_ O a Et W a0 CO w� HO . cnz O ��- U~ Q N Z ft CC O Y cwn0 0 zj i= W OZ -� w WI II J -114111111: ''���1////I - B I, \'‘ o zw y 4 - J a o 44141X0b. -II‘' ' . 2 I 41k .. . --... w 'no- � j° co zw _ 4 'AVA:,-%-°: '. - -- ----' - . 4 H 0) a Z 0 Q O _ CC LL z cn o d ZZ_ _W w0 02 Z az H H O z0 0 0 p ao z 00 Y w( UV CHANNELS W o J � o u) W W O can O Q O ao CONTROL PANELS Y J I- E< 0 H - J H z C w 2 D U 0 0 w 0 w CO D w Z 0 H U U Ai pLL o Z Vw 0 z CC w o r7 > D In D VERIFY SCALE BAR IS ONE INCH ON ORIGINAL DRAWING. 0 1" DATE MARCH 2026 PROJ BJO0152J DWG 01-G-0064 SHEET 25 Autodesk Docs://US OR_BPO0152J_Lake Oswego_DBO WWTF/GEN_RVT2024.rvt PLOT DATE/TIME: 3/31/2026 12:00:08 PM 1 2 I4 I5 6 / H , GENERAL NOTES / \ \,li3(1 1. EXISTING GRADE CONTOURS ARE SHOWN AT 1 FOOT wI CONTOUR INTERVAL./ w / n r l�.o 2. ELEVATIONS ARE BASED ON NGVD 29 VERTICALco = DATUM. �i low 1 s Q 20 - INFLUENT PUMP STATION 5 j O SHEET KEYNOTES N /, � 21 - ODOR CONTROL `�, ki 1. NONE oI �1 �� N7 Z A 22 - IPS ELECTRICAL BUILDING p Aii / / 1 , ._______ < . it° EXISTING TRYON CREEK \\ ._ v a5� PUMP STATION 20 0 °0 Y 1, / i>,... .... 4 i.. .._ 3 N 2 3 / ���` /1 11 Q� SEWER DROP STRUCTURE `'� ;, ., 16 ,___ __ _________..i ._______ \ / g/ . A - / II 60 - TRUCK LOADOUT 3o e IF � �4110"\\ �� ��� -� w o�'1r `� I 0 o34s0--\,___,-- 6/ ( 111111111---- / �� _ coao 44‘4444044, /a! 1 l 414 . 4 \111* 1,1 r ',Nk 10 'i r �� � '1 w w 0 / o411* ,-,_.,��.74, , a lr � l Y z �\ �� ` EFFLUENT JUNCTION STRUCTURE I Z W ce 111 _ ��;�`� �6.‘ i � I >26 - ODOR CONTROL - — , 11_� ` w 1 a . "1/9 12 - MAINTENANCE BLDG �� �/ 4 Mi . II ib ,�I` `k� 0 35 ;If �� •■ I W aw/ ll IIIIIIIIIII) �. -1 1 � o�III I� o\ °1 , " m wp= 25 - HEADWORKS/SOLIDS HANDLING • A / �I �� yip//l Bfil i Ifj I 1 II I ` D Z w li ar ig W Z w0 NI, iiI_ , i alhi, i __._____....... oe, � ce I Z H / /1 55 - UV I" a 27 - ELECTRICAL BUILDING50 - DISINFECTION \ jjI 1 `-' IP FILTRATION 00 AND GENERATORS 1 •4! ii7411 \ I �+w� i ,4 lipi o� A oll zz i (,0ill II II /. �� p i-::,-,_-__ ,..,1 1, 01 Ww p ,\ I I g � � H \‘: mo 2): 1 II IN ilir o �, 1 il z 1 o'cl)) i a 2'9 gl as CO t C 1 A /I I 1 II i . /yr 0 /35 - BLOWER CANOPY I ► o I i it , /// 40 - CLARIFIERS ` \\\ ( 1 i lit�I 30 - AERATION �` opw 1111 BASINS i L,, . . 0 oo � � 11 i \\\ I' I two. .,,.....06w -11Mit �Allik 55 lc. IIio _ 1 i 0, / �� � 1\41LL. - . ,.., i c,_` ) � 1 t' ___ -,._- ___\ , b, —, — , i /iii , ill ADMINISTRATION , ow_ .„,„ �� so J;t'll I BLDG i� ���� �� i p. `� Q -- AIIIIIII. All -%>.... of II I \NiitS111° 1 - 50I1 li VERIFY SCALE �' 'L= ii AIM 1' woo MAIN ENTRANCE 11111111 / iii11111W/ I I 1414‘si440111.0..._::0 ,„, ,,4iiiiiiii% r-t jill _..., il rim) III ,1 1 I 1 0 A":44;06- — 7; 411C-11%&11115701111Wiur � 050 100 150- i•II_,I I*C` _...,i 1* it IIMIMMIM -----'' -.1111111-701111,_ ._-`-‘- :-.....°1''''lligalmi; 1 1 1 ii‘miwii-, e*::1,,,,.,vaillIOVIL-_-,,-. ... .---"tirelit,„-, ICD I ,- I � ■■■■■■■■■■ DATE MARCH 2O26 ._ 1 ij i1 pil � \ \ it j 1"= 50' PROJ BP00152J DWG 05-C-2001 Ok rh'I ( i SHEET FILENAME: 05-C-2001.dwg PLOT DATE: PLOT TIME: 1 2 3 4 5 6 � y ))1 N GENERAL NOTES 1. EXISTING GRADE CONTOURS ARE SHOWN AT 1 FOOT w / CONTOUR INTERVAL. w / i l�.o N 2. ELEVATIONS ARE BASED ON NGVD 29 VERTICAL = �J �' ° 2, •� � � � DATUM. � �� kN a N ��, SHEET KEYNOTES N 20 - INFLUENT PUMP STATIONao 5 J N 21 - ODOR CONTROL l % NEW UPSTREAM LAKE OSWEGO JUNCTION STRUCTURE A 22 - IPS ELECTRICAL BUILDING I ` N e (FACILITY 17) WILL BE INSTALLED OVER THE EXISTING > Z Q t4 24 INCH AND 36-INCH SEWERS AS PART OF DESIGN a O �� PACKAGE 2. THE LAKE OSWEGO DROP STRUCTURE Q U / 1 / , \ 611 / (FACILITY18)ANDEXISTING36INCHINTERCEPTOREXISTING TRYON CREEK STRUCTURE FACILITY 18A WILL BE COMPLETED AS WELL } Q 2s PUMP STATION o /� ( ) °0Y 3p 2 p /,, ASTHE48 INCH PIPELINE FROMFACILITY17 TO FACILITY 18.2 3� 3 � �/ ` ` / 1>_. ` _ � ,, 5� �� '/ p� �� FLOWSWILLTHENBEROUTEDTOTHEEXISTING/ �'- , , iiiiiiilluuf �� SEWER DROP STRUCTURE ��\ CONNECT TO \ HEADWORKS THROUGH THE 24-INCH PIPELINE WHILE ���� / ,! Is�� �`� �� EXISTING �� �i/ \ FACILITY 17 AND FACILITY 18A TIE-INS ARE COMPLETED. 0 ` ° � • � � � WILLAMETTE i � 40 � A � I PORTLAND RS �\�� �� � ����/ WHEN THE WORK IS COMPLETE, FLOWS WILL BE ABLE TO Q � �� ���� ��� INTERCEPTOR ���� FLOW THROUGH EITHER THE 24-INCH OR 48-INCH / 36-INCH ce 60 - TRUCK LOADOUT 30 FA, TYP. ( � `� Tl� ��� FLOW PATHS TO GET TO THE EXISTING HEADWORKS. w o mo I I �i ���' CONNECT TO WHEN THE LOWWTF IS COMPLETE, STOP LOGS WILL BE m aQ / CONNECT TO NEW (1„, , RS TO NEW •• '' ' ' REMOVED AND ALL FLOWS WILL BE ROUTED OT THE NEW w =,_ ///) �, _ EXISTING �� I INFLUENT PUMP STATION THROUGH THE 48 INCH ° LAKE OSWEGO i o �� 1 s TRYON CREEK PS /, OUTFACE z '� DROP STRUCTURE w �' ��� �� / �' i CONNECTION AT FACILITY AND THE DROP IN FACILITY 18. w o �//4 ,� i/i FACILITY 18A WILL BE DEMOLISHED ALONG WITH TEH v 1c �l —`� %LilLiiii EFFLUENT 0iiiiiii %au NIL LLI ° film • 12 - MAINTENANCE BLDG �i �� • =��in���: �� = f c �i cecz c� 1�� �� �,, ` � �. � 1, / , re w a p � e �e • �� �� , -vim; ,�- LIJ III Ell i I I IIII4 �r < 1215 At* wo 25 - HEADWORKS/SOLIDS HANDLING -, IC CO I- �M\ 1 1 j� HEADWORKSMill ..�' � �ik � W MK II 1 0( IA z <0 QaLAKE OSWEGO RS, 50 1 r ; FE TO EXISTING \ D ZiCONNECT TO NEW LAKE ,'� "� - It1 OUTFACE w Z zo OSWEGO UPSTREAM II � �! ■ Q O o aJUNCTION STRUCTURE C i f ,_ V �' .■ ainI , co I , t BW TO GRIT TFE TOz °,�►� �' EFFLUENT UV 9 �`� p0o55 - UV `� ZZ50 - DISINFECTIONZ°27 - ELECTRICAL BUILDING 1 AB/WW TO 1AND GENERATORS FILTERS FILTRATION ��I ill .m.....•.1� ZAii Iiii Itiolill �� w�aaL ABI TO A II \ � - �,1 1 Illt BASINS � � o °' �00I SE/WW - p o°lI I /1_ TO UV m Oao1�������������1 �. N N HZ WAS TO m . p 1 EoRDTsLI] Z_. ii O cB 0 mI ' 1 II / I CD J Hil 111\ SE TO RAS TO A 'c 1 I FILTERS BASINS I ` 70I z35 - BLOWER CANOPY I ► ollllllI40 CLARIFIERS �� °30 - AERATION � W3 LO\1111111111:411111454CATION/S4111111bIllikg/ wBASINS "iceIICC ` PW/FW `�_ • � iiiii Qo Pl .III J + ML TO LOOP — � 3: ,�., �/IN- N- CO CO LO t I1CLARIFIERS �J :0 ! - �'. J. 55iiiiin rr�S ' / / ilk ,;• 1 •� \ zploi ,4001 i 1 11.1MZEilliliV 000060:11:1. ......_...ii 00 ___ _... ;._--_)___\ , i -Tod- mu 10 - .� : 1 s tO w ilimummi ADMINISTRATIONv� ��/ CONNECT TO CITY WATSoBLDG fr •+'� �� LINE, TYP. 2 LO I 1 0 x. �` N� _1 •� �� �� RELOCATED I Q I ,� . '�� , STORM •�- ---mwoollilliopt iii jillii• :it -S-ws__a_. :vay... ���� '%%` iSEWERwD Mat:740 > 1 VI , I�) �� ��� �cdc ir11VN' CONNECT TO CITY I�' ��j/j� -'� STM LINE AT I I ``I��i o i�/ NG LINE, EXISTING MANHOLE/�� , � CONNECT TO I JCITY GAS LINE I N,,, ED 1" = 50' I I VERIFY SCALE �' 'L= II1� BAR IS ONE INCH ON ��/1 / MAIN ENTRANCEI1 �� ORIGINAL DRAWING 11 01" iall 0 50 100 150 I ,�I�,I �� I ■■■■■■■■■■ DATE MARCH 2O26 PROD BP00152J I DWG 05-C-2002 ihk r . \ \ I Iill /1 I ialti I 1 1 I SHEET FILENAME: 05-C-2002.dwg PLOT DATE: PLOT TIME: 1 I 2 I 3 I 4 I 5 I 6 PLC d w > IY w w IY I- I (0 E J J Q LU N O N m A j Z o Q 0 0 >- Q 00 a > Li_ D_ 0 Q H Z w . o a Om U) �O 1- aO < wa LL O o Qz LLi O —< Z IY- (0 O uwj 2 J 0 W U zQ 1- (w Q w1- I Z o� ct aw < OH 1-1- ZD RS FIT RS/P �% w o 112 i ZU B TO SCREENINGS z o RS Q Z w W wO FROM WETWELL 2 ~ _▪} FORCEMAIN DRAIN/BYPASS o Q o Z O U l� in in in cn z Ov a zz zo -w W J w O 0= Z QZ U- W Q /� / / /� : 0 2D \I- \I- \I- \i _ Q w 2 m 1 m• O (n OH o U 0 Q8 Q w i=O U Y z czn w— �f O =LLi_ Q IIIQ p m < >0 �O LIJ _1 H =o Q C) H 4 z 7 7 7 JUi H Z LU C 2 D U PI PI ( PI ( PI � o D w CC Z O 4 ► 10 0 eilign O I- 0 Cl) wig Q Q 0- _1 TSH TSH TSH TSH 8 — W RS MOIST MOIST MOIST MOIST i � XSH 480V (xSl480V480V03© VP © © '111 j Z LLI JUNCTION STRUCTURE Z cw �s cw �s C ( w �s IIIz U- INFLUENT INFLUENT INFLUENT INFLUENT Z WETWELL 1 WETWELL 1 WETWELL 1 WETWELL 1 D PUMP 1 PUMP 2 PUMP 3 PUMP 4 NTS VERIFY SCALE INFLUENT WETWELL 1 BAR IS ONE INCH ON ORIGINAL DRAWING. 0 1" DATE FEBRUARY 2026 PROJ BPO0152J DWG 09-1-0001 SHEET 28 FILENAME: 09-1-0001.dwg PLOT DATE: 3/25/2026 PLOT TIME: 8:36 AM 1 I 2 I 3 I 4 I 5 I 6 PLC d w > IY w w IY I— I (0 E J J Q LU N O N m A j Z 0 Q 0 0 >- Q 00 a > w D_ 0 Q H Z w . o a Om U) �0 1- aO < wa LL HO o Qz LLi O UQ Z IY- (0 O uwj J 0 w U zQ 1- (w Q w1- I Z o� ct aw W OH 1-1- ZD RS >.< RS/P FITA A A * ?o 112 ✓ ZU g FORCEMAN TO SCREENINGS o Z DRAIN/BYPASS LINE Y <0 TO WETWELL 1 U <a a Zw W w0 LUa rx a §O O ao D_ D_ D_ z 0 Ov a in Cl) inz z rx W,: z0 -w W J w 0 0= Z QZ U- W Q 0 w =m m o O H U) off o 0 0 QH O w �O z czn (-1 0 a IIIQ 0 m <0 LIJ > mO H =0 Q C) H 4 J Z Z Z Ui Z C LU D 0 0 Q.D1._y_ PI PI u_ 0 w D w CC Z O J oil 0 ti$ O u) N — � o 0- _1_ITSH Q Z Dew 0 0 0RS MOIST OK MOIST >K MOIST >K to) Q XSH 480V © XSH 480V © XSH 480V (13 zi- Cl- Cl- H © w HI-1-1 FROM INFLUENT * * * ' w JUNCTION STRUCTURE C lb w �s C w �s C w �s Z LL Z INFLUENT INFLUENT INFLUENT WETWELL 2 WETWELL 2 WETWELL 2 D PUMP 1 PUMP 2 PUMP 3 NTS VERIFY SCALE INFLUENT WETWELL 2 BAR IS ONE INCH ON ORIGINAL DRAWING. 0 1" DATE FEBRUARY 2026 PROJ BPO0152J DWG 09-1-0002 SHEET 29 FILENAME: 09-I-0002.dwg PLOT DATE: 3/25/2026 PLOT TIME: 8:38 AM 1 I 2 I 3 I 4 I 5 I 6 PLC a w > J CO J CC CO H O E J J Q IrS O N U) PD 00 z o A u O FROM WASHER Q COMPACTORS } 0 00 PD/P illj FA FROM FILTRATE AND SUMP PUMPS r 1 TO ODOR Q• o HS LR TYPICAL OF 5 IS CONTROL z Li! O om 120V OSC 480V OSC Q w o HS to 11`� — AS o z INFLUENT OC 480V OC -o SAMPLER141 Ili HS HS z CC N 480V NSHH • AS 480V = J° © ��X 0 w .� zQ Et Et ow n n Q w~ = o� z Et ° LU - LIT w o * SD/P ► III al u u w o SCREEN SCREEN CHANNEL 1 COARSE SCREEN 1 • CHANNEL 1 HH FROM STORM — INFLUENT GATE EFFLUENT GATE o z o B WATER PS L J a° r Q LR 1 LR Ua PD/P HS LR HS J Di / w =o FROM PLANT OSC OSC Q o z DRAIN PS HS I n ' ' n c.--1S . o Q�o OC I z °I- RS/P HS u u HS zz co o a a zz FROM INFLUENT 480V © I © 480V z o PUMP STATION 0 LU o C LC CJ GR / o f C C n z z — Q_ TO GRIT O o cn CONCENTRATORS 6 z 0 w =m n n 0 o Cl) o° 0 w 0 Q~ w ° Z u, I u u w o J �z LIT Y o m �z I O o� w Q 0,o L J .it, 0 1-a 1110 r i I- C — Iz 0 0 n n CONTINUED ON GRIT o CONCENTRATORS w D w u u cL z I 0 L i J Q I K*I in z U) Lo — % RS/P IID OU z n n LIT 0 z ow (n z FROM INFLUENT PUMP STATION I LLI u u 11611 H w U LSH ZS CC w u) ct rm) H ci, L i zw z D ICI LL z D PD TO PLANT DRAIN PUMP STATION NTS VERIFY SCALE SBAR IS ONE INCH ON AS _ ORIGINAL DRAWING. PD V nq ZS TO WASHER • I<N COMACTORS DATE FEBRUARY 2026 * * ' OC' . O GLR PROJ BP00152J TO HEADWORKS HS HS HS SUMP PUMPS I M DWG 09-1-0003 480V SHEET 30 FILENAME: 09-1-0003.dwg PLOT DATE: 3/25/2026 PLOT TIME: 8:39 AM 1 I 2 I 3 I 4 I 5 I 6 PLC a w w CO w CC CO H 2 O E J J Q IrS O N 0) CO A > z ° o_ O LR Q U O c--I S } m OSC c--IS) OC o LR ZS FA HS 480V / 'a ry z w • OSC TO ODOR CONTROL O� °o HS �� H U p :_l_...› — Jt � ' Q � ~oA 0C z ZSw° UQ 480V — p Y LIJ o © le = J1 w • U p W3Cal Col 100.-( FI Q w H z °� FROM UTILITY Q _ WATER SYSTEM in p 1- -) zD wp D 1- IC Q Zw B Y QO UQ� 42" ABI/WW � ABI/WW !Ss J w=ww0I2zTO Fo QLR �oHS � � w'zLRp C�\OSCHS 1z co �zHsJ .�oscJGSzo H OCHS ��-,�wpZSOCTOGRIT o GRIT CONCENTRATOR 1 �ZS Q z 0 oW 480V © O w 2 I w1 i 480V ~ABImO o Li,_, ABI GATE 1 O o z TO AERATION w o J o LR w w DQ CONTINUED FROM HS O O o m INFLUENT SCREENS LR ( ) Y Q 0 _° ( HS/) \ �/OSC Q U HSOSC J 1- (CS) � OC w C ZS U oc p ZS o © p FROM SCREENS w © 480V ABI Y/ w r • CC 480V iThk H TO AERATION ABI GATE 2 GS7+ U) Ct o • • TO GRIT PUMPSGRIT C H O U) Q hi° U Et maid 0 a ° z to) z — w o 0 � U 03z Cl- in w O r, w O A A A A z Ct PD D FROM WASHER/COMPACTOR 12 PD WAS NTS FROM WASHER/COMPACTOR 2 -40 VERIFY SCALE PD FROM SLUDGE BAR IS ONE INCH ON LOADOUT PUMPS ORIGINAL DRAWING. 0 1° I! 441 FROM GRIT WASHER 1 BW DATE FEBRUARY 2026 PD 4 PROJ BP00152J FROM FILTERS DWG 09-1-0004 FROM GRIT WASHER 2 SHEET 31 FILENAME: 09-1-0004.dwg PLOT DATE: 3/25/2026 PLOT TIME: 8:44 AM 1 I 2 I 3 I 4 I 5 I 6 PLC d w > IY w w IY I- I (0 E J J Q LU N O N m A j Z o Q 0 0 >- Q co a > D_ 0 Q H Z w . o a Om U) �0 1— aO < wa LL O a Qz u_i- OQ Z IY- (0 O uwj J 0 w v oa 1-f:t (w Q wI- I Z 0* � ct a Lu GS < off OwHH zD w0 FROM GRIT PUMPS FA D~ ct Z� B O GRIT WASHER 1 CS AGITATOR DRIVE TO ODOR CONTROL <° U as� Q Z W T W Y „ _} LUa Q0 �o f a_o O Z a pa CS GRIT CLASSIFIER 1 - z z AUGER DRIVE z o / PI 1 wO I 0_ o� — z Qz ❑ u)o ~ O o� W 0 > =m OSCco ~ a 0 0 Qo HS OLLJ Q 4 0 5 wo O LL UQ © O o 480V . W < I- c 0 IVI Q INN J Z C PI 2 D 0 n WI NW 7 GR ✓ o0 00 W3 w FI DK WI TO DUMPSTER w>311 CC FROM UTILITY WATER SYSTEM 1)811 Now fl lin z 13 c) GRIT WASHER 1 o w J CLASSIFIER 0 z 0 (i) C)— 1 i 1 1 16) Q O a 0_ 0-01 >- I_ _I SYSTEM) 3 w F- ' 1111 V u) z D PD NTS TO GRIT BASIN VERIFY SCALE INFLUENT CHANNEL BAR IS ONE INCH ON ORIGINAL DRAWING. 0 1" II PD r DATE FEBRUARY 2026 PROJ BPO0152J TO GRIT BASIN DWG 09-1-0005 EFFLUENT CHANNEL SHEET 32 FILENAME: 09-I-0005.dwg PLOT DATE: 3/23/2026 PLOT TIME: 9:46 AM 1 I 2 I 3 I 4 I 5 I 6 PLC d w > IY w U w IY I- I E J J Q LU N O N <n m A j Z o Q 0 0 >- Q co a DEW a o 1 A A A A Q >- w TO AERATION O o m BASINS 0 1- aU < wa LL o o Qz LLi o UQ Z IY OY LU II uo LR LR 480V 411 5 0 a� w �� w °zHS9OSC `HS� SC o 0 o awl _ aHS/ HS/OC z .----AL, — ct w w1-LR o�- ZT ZS Q--I.Sj zw p 2_ 480V 480VSC DI- © © e HS \ •�J n I • I �/ n I • I �/ �H z w B \OC ABI FIT ► ' n KOI KW K AZT UQa flI QZw FROM HEADWORKS L I w Y =° Q as a0 IYo SEL 1 SEL 4 Oz ri H z u) Oa LR zz HS oz O o _w OSC w o oHS� zQz — OC IL Q o ZS O on � 0 D 0 w 0 480V 0 C =m°O w o o 0 0 QH w w �o 480V O Yzn w O woOW u) w w Da AER 1 AER 2 AER 3 O o <LIJ >- 00 1— U 480V CI Q U ~ J (A 1•�1 H �J z LU C LR 2 Q1S)OS C.)o C 0 rHS w l\ CC OC LU ZS QW 480V J V J in OZ D SEL 2 SEL 3 Ma U LR z � JV o — cS Q riz0- .--IS) �� 03WQ H c--IS w r III) m ZT z 480V .---116., - Z 0 © / H Q D RAS � FIT KW ' 480V �� �� w Q FROM CLARIFIERS NTS VERIFY SCALE V BAR IS ONE INCH ON ORIGINAL DRAWING. TO OTHER AERATION BASINS ' ML o 1" DATE FEBRUARY 2026 TO CLARIFIERS PROJ BP00152J DWG 09-1-0006 SHEET 33 FILENAME: 09-I-0006.dwg PLOT DATE: 3/31/2026 PLOT TIME: 11:31 AM 1 I 2 I 3 I 4 I 5 6 PLC GENERAL SHEET NOTES d w 1. BASINS 2 AND 4 WILL NOT HAVE DO PROBES. w W w IY W H E J J Q LU N O N m A j Z o Q 0 0 >- Q 03 a > Li_ D_ 0 Q H 7_ H Z w O am 1- a° < w Q SLR 0 LL o — X OSC o (I)Z HS 0 UQ Z IY- FIT O Y w o (n _ _i= ZT w5 0 a 1- (w M Q bu_1- = or 480V z a w < o1- zD Q UJ0 112 _ o Zw B ¢° 1 U Q a /> n n /� J z w Ei o 0 0 0 DO ��DO Y wo (ri) AIT i =} Q wa arx §o SEL 1 SEL 4 Z o °z zo -w W J w o 0= 0� Z QZ U- W Q 0 AER 1 AER 2 AER 3 0 > =o 0o O Cl) a o 0 0 aH Oaj w i_o U Y Z czn w- Li_ 0a U) III O Y O om W J 1- �o Q C) 1-4 J SEL 2 SEL 3 vi 1- Z LU C 2 D 0 0 0 w 0 o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o w o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 o o o o o o o o o o o 0 0 o o o o o W V V V V V V V V V V , V V V V V V V V V V w 11 A A A A c, /, _ J LL TO OTHER AERATION BASINS i O Q In z 0 Z — LR LR LR LR LR p Oosc ( HS ) HS ) Oosc HS Z 0 � V \ / / 0�\OSC \OSC OSC p 06 (F-Ls) HS (I--LS) c.--IS) c.--1..S) Q z L .------, (10 ZS ZS ZS ZS ZS 1.111) Q M M M M M z W 480V 480V 480V 480V 3 480V Q FIT FIT FIT FIT FIT D a a_ a_ a_ a_ NTS Q Q Q Q Q VERIFY SCALE * ALP ALP ► ► ALP ► BAR IS ONE INCH ON ORIGINAL DRAWING. 0 1" FROM BLOWERS DATE FEBRUARY 2026 PROJ BPO0152J DWG 09-1-0007 SHEET 34 FILENAME: 09-I-0007.dwg PLOT DATE: 3/25/2026 PLOT TIME: 8:49 AM 1 I 2 I 3 I 4 I 5 6 PLC GENERAL SHEET NOTES d w 1. REFER TO PROCESS FLOW DIAGRAM FOR DETAILS w ON NUMBER OF CONNECTIONS BETWEEN w SECONDARY EFFLUENT CHANNEL AND FILTER cc INFLUENT CHANNEL. _ o 2. REFER TO PROCESS FLOW DIAGRAM FOR DETAILS ON NUMBER OF CONNECTIONS BETWEEN FILTER Q EFFLUENT CHANNEL AND UV INFLUENT CHANNEL. N 0 N m A > z o Q 0 0 > Q m SECONDARY a CLARIFIER NO. 1 > o < >- MS w z w • O om 1- aU < Lug LL _ ► I I w_ UQ FROM PLANT ►� f O w N UTILITY WATER OP- I I cn Y u,o 0 J < > U I— °z } } 480V fl w w =I oil ► ( M Z aw = < > ' w w°i- ZD RAS FIT 01 * D o I- B ' < > ' AS TO AERATION o Z RAS PUMP 1 BASINS Y <o -IMP- C) as 7I V � azw w Y w0 < > } MS Q 0Z ( 7 ot- < > ' I I z 0 �a SECONDARY } 1 I } 1 I —I<OH— SE _ �� BIOFOAM oz O COLLECTOR Lil u, < NO. 1A > ' SHEAR PIN SLUDGDARY TO PLANT DRAIN EI I �� �� 480V CS COLLECTOR Q z 480V YS NSH NO. 1A u_ w 0 M ~ O o cn < 0 > 7 * * o w 7+ OW. .., 0 m o0 o° ° LU o Z8 FROM AERATION I I w O Q BASINS Imo f I I Q ► 40I I - ,� LIJQ 00 MS I I Y - =Q C ( I } } } -PIMP- Lil Z ILD 7 < > 7 AMP' 0 -OP" o w SE % Q CC w 0 -111111..- TO UV INFLUENT� CHANNEL � < >( 7 < SECONDARY s I �'r 21 z L.L * j j ~ W BIOFAM I I Q 0 zz 0 SECON COLLOECTOR SLUDGDARY ti) 2Q 0_ < I NO. 1 B > ' JS,HEAR PIN COLLECTOR z 0 NO. 1B CO w 480V YS NSH 480V CS ', 7 *< >- CI > . * * M _ SE z_ 0 z TO FILTER 0 INFLUENT CHANNEL U D L LI W NTS VERIFY SCALE BAR IS ONE INCH ON ORIGINAL DRAWING. 0 1" DATE FEBRUARY 2026 PROJ BPO0152J DWG 09-1-0008 SHEET 35 FILENAME: 09-I-0008.dwg PLOT DATE: 3/25/2026 PLOT TIME: 8:50 AM 1 I 2 I 3 I 4 I 5 6 PLC GENERAL SHEET NOTES d W 1. REFER TO PROCESS FLOW DIAGRAM FOR DETAILS w ON NUMBER OF CONNECTIONS BETWEEN w SECONDARY EFFLUENT CHANNEL AND FILTER cc INFLUENT CHANNEL. _ E 2. REFER TO PROCESS FLOW DIAGRAM FOR DETAILS ON NUMBER OF CONNECTIONS BETWEEN FILTER Q EFFLUENT CHANNEL AND UV INFLUENT CHANNEL. N 0 N m A a z o Q 0 0 > Q m 480V-\ o HOA LCP > o HS H -/- �--.. ��LR \,_, N \,...--..,/FAIL \,____, •.----. N �--.HOA cc ZO am OA OIT Q._--IS YL YL YL YL U o Q..--IS) H W 0 — A 4. I I I 1 -L. I I I I I -L. J-L. I-L. I �'w o I I I I I I I I I U�1TURB aI 1 I I I I I I I-L -L. -L. -L. -L. i -L. i 1 (AIT) >N 0 II I � s.IJI � � � "POWER" TO SOLIDS uo co I 1 zl- O V "MSC" w v o< 4. _ 0~ or: Oo z aw LR LIT LSH < o1- HS ( AE ) Iwo ?OSCD I- r / \ (l- HSII II II II II II II . o Z w B ?OC Qo ( ZS) ; — — J Zw W= SE p F F .---116... a j Y 480V �� a o< FROM SECONDARY - - §o EFFLUENT CHANNEL O z I i i 1 _ Z 2 0()(DI zo FILTER w J INFLUENT W o CHAMBER o� EFFLUENT Q Z FILTER BASIN CHAMBER o w o o ww 2 OWO H Q O O Q� w o• > w 1_o Ai CONTINUED TO LU O Q 2 Z OTHER FILTERS m m m m m m m m TFE w LL UQ Y Upm O W J I- (0 ao Y =Q TO UV INFLUENT Q C) ~ > CHANNEL w co z C © ��� 2 FV 0 C pW \^ o > U cc > U o o •J- 0 X\. .._. U oX fl co -1- FV) VI Z Q 0 _ >co © A oci_ ,,,_ FV 0 <z — F- 440) ' © x\�, TE P1CO 1- u_ 0P IVT w W '� H II 1 . ' . ' ' , FIT . z AS D BACKWASH PUMP 480V 0 480V 0 NTS 'S.' BW 1 BW / VERIFY SCALE BAR IS ONE INCH ON ORIGINAL DRAWING. U U TO GRIT EFFLUENT 0 1" CHANNEL DATE FEBRUARY 2026 PROJ BPO0152J DWG 09-1-0009 SHEET 36 FILENAME: 09-I-0009.dwg PLOT DATE: 3/25/2026 PLOT TIME: 8:50 AM 1 I 2 I 3 I 4 I 5 6 PLC GENERAL SHEET NOTES 0 w 1. REFER TO PROCESS FLOW DIAGRAM FOR DETAILS w ON NUMBER OF CONNECTIONS BETWEEN w SECONDARY EFFLUENT CHANNEL AND FILTER co INFLUENT CHANNEL. _ O E 2. REFER TO PROCESS FLOW DIAGRAM FOR DETAILS ON NUMBER OF CONNECTIONS BETWEEN FILTER a EFFLUENT CHANNEL AND UV INFLUENT CHANNEL. N 0 N 0) CO 0 z A Q u O U 120V_\ 120UPS_\ >- Q m CCM UV SCC (SYSTEM CONTROL CENTER) e ❑ a o • 1- z w 0 0om 480V� ri---/---/---/---/---/---/---/---1---1---/---/---/---/---/---/---1---1---1---/---/---/-7 Et 0 H Q wQ PDC I o H LL o z — o POWER DISTRIBUTION I w o UI- I z >N UVI UVI UVI0 —0 Y u O 0 0 0 0 0 0 0 0 0 0 0 0 0 o AIT AIT AIT 120VAC I w •U o Q LCP cc Ct w 480V LOW LEVEL Q CONTROL BOX z ory HSC LR w w HYDRALIC SYSTEM HS Q o~ CENTER 9OC �UVI � UVI � UVI -) wI-I O HS 1 / IC J ❑ Zw B �ZS0C -L I Yao co as * n 480V UV DISINFECTION UV DISINFECTION UV DISINFECTION FINGER J z w TFE FIT LAMP BANK A LAMP BANK B LAMP BANK C I I WEIRS — ct i_ LSL (TYP) w Y =o Q FROM FILTER U I ❑ Q o EFFLUENT CHANNEL LR I LR 'z ow ( HS i^ I HS zz co o a 1 I ❑ zz �-�OC ( HS) I � \OC z� HS o pC w I UC wo D_ ZS I ZS a Z El El H M I FE 0 Op `� 480V U I U 0 0 1-1-1 DE o 480V m O z CS / ❑ w0 o,n, , • , I U I— U p H z p > z cn 120VAC I w p -I 2° Dz UPS LI LT I SS �� ' w w U a FIT ',. 0 Q 0 0 w AIT I / i �� ��UVT I TO OUTFACE U ~a O AIT AE I co Z i , I w C AE C Niii I D rea SE/SAM I a Ix c ) 1 I 0 i I � AE � ��� UV SAMPLE PUMP J H z z O O 0 lia ❑ U J 0w < CIS 11 0 z - LL — 0) o a_ _ S E z (/) w Q FROM SECONDARY '111) > EFFLUENT CHANNEL cc z ti D CONTINUED TO OTHER UV CHANNELS NTS II 1 VERIFY SCALE / BAR IS ONE INCH ON ORIGINAL DRAWING. 0 1" TO INFLUENT PUMP STATION DATE FEBRUARY 2026 PROJ BP00152J DWG 09-1-0010 SHEET 37 FILENAME: 09-1-0010.dwg PLOT DATE: 3/25/2026 PLOT TIME: 8:51 AM 1 I 2 I 3 I 4 I 5 I 6 PLC d w > IY w w IY I- I0 E J J Q LU N O N m A j Z 0 Q 0 0 > Q co a > Li- ll 0 < H Z w . a Om U) 0 I- a0 < wa ,O LL o wz LLi O -Q Z IY- U) O Y uwj 0 2 J 2 w C zQ ESTOP = w OC HS LT z aw HS U*PS w o 1-ZDZ0 As2° _ DI- NPW SSL B W3 1)84 I><1* * Z o C Q(3- * .H� WA_► ROTARY* Y w= BOOSTER A DRUM A w Ycl- PUMP 1 AS } SSL o o rx < lyO * z °H '.., WAS * Z u)o o< WAS ROTARY z z Ow- (M) FROM RDT A AS DRUM B zo o-w FEED PUMPS w Jo * a 0� Z Qz POLill 0110- ROTARY DRUM* LL Q o * THICKENER 1 O w u) FROM POLYMER POLYMER , ESTOP O w MIXING VALVE HS p O w=m co O w o° o 0 0 Qo C z cn O w LLI z w- O LL 0 Q I_ _I SYSTEM O O�< 0 0 w J 1- 2V QC) <4 iii H Z LU C I— —I D U 0 0 Li_ 0 w D w ESTOP �* OC HS L ,) M ys 0 / PS \ * _1VJ J As O U_ NPW SSL z r _,>, SIC 11) o 0_ W3 — �K C XI_ * o H * WAS O ROTARY* 0 0 I BOOSTER / DRUM A PUMP 2 AS Z ilt SSLoat) — 111111.J>l< r III) w W WAS _i< I_ ROTARY* z U FROM RDT DRUM B — I I— FEED PUMPS AS * D POL 111 \ Ow ROTARY DRUM* * THICKENER 2 7 NTSFROM POLYMER POLYMER , ESTOP MIXING VALVE HSIlrVERIFY SCALE BAR IS ONE INCH ON ORIGINAL DRAWING. I_ _I SYSTEM a 1° DATE FEBRUARY 2026 PROJ BPO0152J DWG 09-1-0011 SHEET 38 FILENAME: 09-1-0011 PLOT DATE: 3/25/2026 PLOT TIME: 8:53 AM 1 I 2 I 3 I 4 I 5 I 6 PLC d w > IY w w IY I- I 0 E J J Q LU N O N m A j Z o Q 0 c) 0 >- Q co r I 1 A M 4ixp A a O ,_ c, —� oom I— 0 i_ aU < wa _ z z =z H p cnz O UQ Z >11/ IY- A © O Y LU II u)0 I J= __ > U z� PDIT Lu I- o z I o n DPI . z °� A < w= w 0 i- 1-i- ZO 2O DPI E 7 X PIT iun- PIT 0 p Z w B CARBON <0 XX ABSORBER U Q a Q Z W ',.� O W Y w_I-aZ \ ODOR CONTROL - o HEADWORKS FROM PREFILTER — FAN i z 0- �� d0 l Z 0< p U Z Z \i/ u)c, 0O W J W O o= L ACOUSTIC ENCLOSURLI z Qz 7 7 '-Di(1- 1- O on O W =m 1 0 O C/) o0 0 L PACKAGE SYSTEM]I p LUz QO 0 LU z Ir w- 1 1 O LL 0 Q Y O 0 u) A 1 X OW J 1- =o H =U Q C) H 4 J U _f Hi I X Z LU C 2 D U Z Z 0 0 U_ 0 w D I 1 S LU /PDIT\ DPII X IQ p In o O c\I _ ^ o H 0 DPIX I— PIT ! zQ z O —1 XAIL A 0 I DOS © CARBON 0203 ZfQX X ABSORBER U (� z fY 0_ 7 / \ I , 0 >- r� `�'\O \ 0 ODOR CONTROL\- c PREFILTER — FAN i Z AL D L ACOUSTIC ENCLOSURLI 7 7 -Dill- NTS VERIFY SCALE BAR IS ONE INCH ON ORIGINAL DRAWING. L PACKAGE SYSTEM] I 0 1" DATE FEBRUARY 2026 PROJ BPO0152J DWG 09-1-0012 SHEET 39 FILENAME: 09-I-0012.dwg PLOT DATE: 3/25/2026 PLOT TIME: 8:54 AM 1 I 2 I 3 I 4 I 5 6 GENERAL SHEET NOTES w 1. THIS DRAWING SHOWS ULTIMATE CONFIGURATION w AT CONCLUSION OF 65 MGD IMPROVEMENTS. w Cn H J J N N CO Z 0 • O < Y O 50-PLC-001 50-PLC-002 50-PLC-003 50-PLC-004 50-FPP-001 25-RIO-001 25-RIO-002 0 \ 00 Y FILTER 1 PLC FILTER 2 PLC FILTER 3 PLC FILTER 4 PLC UV PLC HEADWORKS RIO HEADWORKS RIO 0 > U- a 0 .Q Zw� 0 s- cn �o H oU wQ =w H 0 0 Qz Uj O UQ Z 0 vo 2 J' > 0 z 5 W • 0< H �z Q UiH = ory z �w < U-2 uJ O H HH z� w0 �2 10-NIP-001 12-NIP-001 25-NIP-001 col- o zw B • ao ADMIN BUILDING MAINTENACE BUILDING HEADWORKS BUILDING U Qa SERVER ROOM ELECTRICAL ROOM ELECTRICAL ROOM Q z w J W= LLJ Y w O } O Ow< Q� gO . 0 ( H Z co fl zz Q U- Q Lij 0 ov 0 0 >w =m H CO L..) CO0H 0 0 0 . O w O z cn w— W• 0O J o LJJ U U OCI) 0 DpmQ LU Q H O 0 H Q J H z C 2 U 0 0 w 0 w Cn 35-NIP-001 40-NIP-001 BLOWER BUILDING CLARIFIER BUILDING ELECTRICAL ROOM ELECTRICAL ROOM J 2 a Z 0 Q Z 0 Q to) CDH O ri) H W z D 35-SWGR-001 35-GEN-001 30-RIO-001 30-RIO-002 SWITCHGEAR GENERATOR MASTER MASTER CONTROLLER AERATION RIO 1 AERATION RIO 2 CONTROLLER NTS VERIFY SCALE BAR IS ONE INCH ON ORIGINAL DRAWING. 0 1" DATE FEBRUARY 2026 PROJ BP00152J DWG 09-1-0013 SHEET 40 FILENAME: 09-1-0013.dwg PLOT DATE: 3/25/2026 PLOT TIME: 8:55 AM 1 I 2 I 3 I 4 I 5 I 6 w w w I I J I W N CO I U) Z 0 A , > 0 < Q YO I U I I >- Q IY I I I I I a I 0_ z Q ui 5 o I W CO a.0 O J CO d Q , w = Ho a I- I W' (i)0 I W W W , N Q I 0 Y � ° I I W oz LLJ mwH 1 � Q o� I o w = PNL I o? 22-XFMR-001-01 o 45 KVA I § 480-208Y/120V I Z a w g , z ' Qo MBS Z Q� I 021 a Z = I PNL PNL I z I H z o N UPS I Q o " I u �<L NC ) CO o Z zz O m o I 0 0 o 0 zo COm i0 I c2w I aQ aQ Z � o0 CV ' Y a0 I 0 � _ I � N � I Qz u) wj I m o > 00H a w O Qo W z(L) LU 0 < W W 0 Y 0 om W Q > =o I J 0 H � C w I 0 00 I I w w I I I I 2 I 11).I � Q 0 Ct < co coUQ Q o � o V Uz w - r) 2 W o W Q Z 0 ONE-LINE DIAGRAM NTS 12" = 1'-0" VERIFY SCALE BAR IS ONE INCH ON ORIGINAL DRAWING. 0 1" DATE MARCH 2026 PROJ BJO0152J DWG 10-E-6001 SHEET 41 Autodesk Docs://US OR_BPO0152J_Lake Oswego_DBO WWTF/010-E_RVT2024_DBO0152J.rvt PLOT DATE/TIME: 3/24/2026 3:59:31 PM 1 I 2 I 3 I 4 I 5 I 6 0 FROM FROM 27-SWGR-001-01 27-SWGR-001-01 0) BUS A BUS B L 0) H oi 22-SWBD-001-01 • • , Q cd 1000 AT I 1000 AT I N DPM 1200 AF ) K DPM 1200 AF K o A ALSIG i ALSIG O 3Q Y O BUS A, 1200A, 480V, 3PH, 3W, 65KAIC 1000:53 i ,--•, 1000:5 BUS B, 1200A, 480V, 3PH, 3W, 65KAIC m Q I I I I I 1 1 'I I I ` K I 80 ) 80 ) 20 ) 600 ) 600 ) 200 ) 175 ) 225 ) 800A 225 ) 30 ) 175 ) 175 ) 600 ) 20 ) 20 ) 80 ) I >a w I I LSIG LSIG LSIG LSIG 3-POLE SWITCH I LSIG Q o SPD i 1- w � � m ui wCL3 Etw ¢ _ HI0w - I `�0 w 1= z CCE —-—- -—-—-—-—- -—- -—- -—- -—- -—-—- -—- -—-—- -—-—-—-—-—-—-—-—-—-— -—-—-—-—-—-—- -—- -—-—-—-—-—-—-—-—-—-—-—- 0 Y cn Oz 250A (7) = Q H (65 KAIC) U zQ (3 POLE) Et W Q w 15M 15M < 0)) 15M ) Do w H i • O i � o__ , • i -) O AFD AFD 1 AFD AFD AFD AFD �___ __ AFD AFD AFD 1 1 AFD wo ICt Cr)H Z O a - w B PNL z Qo 22-XFMR-001-01 < Z 45 KVA H 480-208Y/120V Lu w _° 40 400 Go 0 70 70 0 MBS 70 7041ii 0 0 40H Et <0 —z oU p O 6Q co J 2 PNL PNL N N z o o z o_ 2 Z 0_ < N co Z o- -cc DW r oN UPS W � w � W N w W 2 Z O W J W M W , W ch W S N O 2 O 2 O w 2 O 2 O 2 O 2 O ' ' J J �� O co Oi T cj Ch N CV 0_ O D_ O W O 0 m O 0_ N 0 I W Cn Y o W O ' 9 cn I- ' I- I I- O WO W' O ZO H ' H ' H ' H ' cV O z � zW za- � N O W � QZ — W' o U � Oo zw z0_ zw zw om o w2 Lu W2 00 2 CCo u_ wo UW z � Uz W 2 W 2 W 2 W oU O o00 JD JD DD ' Oa UW cn 2 o_ w J o_ z D 0 o 0D O Q Jii J0_ JEL J � JU W ' W ) Z WD zD 6 2 ww } w } � OIL wo u_ o u_ o u_ o aQ 0- z2 ? � ? � ? � 0u_ � 20_ pD > O W = m - in > o_ p Cl- 0 0 � O' � � ON zN zN zN zN CV NY NO ON DWON CC pp O a NN N � No I- N- Q 0 8 O o Q LU O > W z(L) j 0 < : ¢ W u_ O cn p O Om W Q > co I= = < Q U ~ � ui H z C "J 2 D 0 0 0 Li_ 0 w 0) D w LY ONE-LINE DIAGRAM NTS 2 Q 111 0 Jct U_ Q_ Q c- ro V w Li] — ') JD w —I z W Z O D 12" = 1'-0" VERIFY SCALE BAR IS ONE INCH ON ORIGINAL DRAWING. 0 1" DATE MARCH 2026 PROJ BJO0152J DWG 20-E-6001 SHEET 42 Autodesk Docs://US OR_BPO0152J_Lake Oswego_DBO WWTF/020-E_RVT2024_BPO0152J.rvt PLOT DATE/TIME: 3/31/2026 11:46:49 AM 1 I 2 I 3 I 4 I 5 I 6 I--- ----7 o 600A 12.47kV I USERC METER CC LU SIMILAR TO I I ■ COLUMBIA BLVD. CO I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O CC I 0 0 O 0 O O 0 O 1- 0 0 ; • . 1200:5 ; 27-GEN-001-01 27-GEN-001-02 27-GEN-001-03 27-GEN-001-04 ; I — ; 600kW/750 kVA ! ; 600kW/750 kVA ! ; 600kW/750 kVA ! ; 600kW/750 kVA ! --J GENERATOR MASTER ; 480V, 3PH, .8 PF ! ; 480V, 3PH, .8 PF ! 480V, 3PH, .8 PF ! ; 480V, 3PH, .8 PF ! a - --- CONTROL PANEL ' ; `° i i O ' o MAIN XFMR ! • I 0 I O O ! 0) m ' i i p Z A , - Q 12.47KV-480Y/277V � O 800 ; 800 ) ; 800 ) ; 800 ) IQ Y i ' i i i Q m ---------------------------------------------------------------- ------------------------------------------------------------------------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------------ • i• 27-SWGR-001-01 I > a o 1 . Q 1- I- wcd i n . IY WO p i m �Q i IY W ' 52-UA /� i• 2 o _ •• 5000AT > 0 • co • 0 Ct iLLwNF ;° 52-G1 52-G2 52-G3 52-G3 ALSIGDPM z o ° 800AT ) 800AT ) 800AT ) 800AT ) = u) 3-POLE ; 1200AF 1200AF 1200AF 1200AF - U Q v ALSIG ALSIG ALSIG ALSIG • w g z 5000AF 3-POLE 3-POLE 3-POLE 3-POLE 1 Q 4000:5 5000AF SWITCH . _ o E O SWITCH 3 POLE Q BUS A, 5000A, 480V, 3PH, 3W, SCCR 100K c <E 3 POLE �> BUS B, 5000A, 480V, 3PH, 3W, SCCR 100K �� �� BUS G, 5000A, 480V, 3PH, 3W, SCCR 100K • Lu O o ; �/ 's� I Z o I WO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 = 1- I D— o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O V CC 1 1— 0 0 0 0 0 0 0 I col- cc ZWo coO 0 0 • Q B ! ¶ n HMI n O O n 0 •• Qo^ • ° 0 0 0 H 1 J Q W W/ o a dw52-22SA 52-25A 52-35A 52-27MB 52-27SB 52-22SB • i 1000AT J ° 3000AT l K2 2000AT 0 ° 0 ° ° ° 0 ° ° ° 0 ° ° ° 0 = 1000AT �K1 3000AT K2 1000AT l ; W H w o 3000AF 1200AF 1200AF 3000AF 2000AF / 0 0 o ff 1200AF ; Q o Z LSIG K1 ° LSIG LSIG AUTOMATIC TRANSFER LLI ALSIG ALSIG LSIG i a 3-POLE 0 3-POLE 3-POLE CONTROLLER 3-POLE 3-POLE 3-POLE i ct° • z °1= 0 v II Y •v O 2 oQ z p OW 0 ; zz 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ; ZO ._._._._._._._._._._._._._._._.i._._._._._._._._.y._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._.1._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._._ 7)J ' WO p Z Z O O O O I p O NG (NsO O I- W W p O O O O CI > O 0n p � U m 1— O w =m m1— inU 0 i � J m 1-0 cw5 u) 2 ti NQ Q O O Qo N Q ti ~ N ti N LL. O W I-Z N LL N CN 0 N O ° C7 > Y IZ cn pa O O I- O ra O J jo CO W L_ U Q O Y O o 0m ILIY Q H = U ~, J I- Z C W 2 D O 0 a ILL O W D Q W CC NN GEN 0 METER SPD FDR ATC FDR ATC Q . 0 MAIN FDR TIE FDR TIE GEN W 5000A 5000A 5000A 40j Z _1 Z o Q —I AI J 1 U FDR FDR GEN Pa crjEt z Q ~ o U al w � BLANK BLANK GEN ', w J J W N— w O O I.d_ D U) N- ONE-LINE DIAGRAM N NTS 12" = 1'-0" VERIFY SCALE BAR IS ONE INCH ON ORIGINAL DRAWING. 0 1" DATE MARCH 2026 PROJ BJO0152J DWG 27-E-6001 SHEET 43 Autodesk Docs://US OR BPO0152J_Lake Oswego_DBO WWTF/010-E_RVT2024_DBO0152J.rvt PLOT DATE/TIME: 3/24/2026 3:59:31 PM 1 I 2 I 3 I 4 I 5 I 6 TO 27-SWGR-001-01 TO 27-SWGR-001-01 0 BUS A BUS B > _------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ w LLI • U) • _ 0 c7 DPM DPM a ! i o ! 1000:5co / A ! K1 1000:53 m \ 0 Z o0 O i 27-MCC-001-01 i > 0 a BUS A, 1000A, 480V, 3PH, 3W, SCCR 100K BUS A, 1000A, 480V, 3PH, 3W, SCCR 100K Om Q«w ) WTCHONLYI I I I I I I I I I I I I I I I I I I z >- 1000A S � 00z 7M ) 7M ) 15M ) 15M ) 15M ) 15M ) 15M ) 15M ) 50M ) 50M ) 15 ) 15M ) 15M ) 15M ) 15M ) 15M ) 15M ) 15M ) 15M ) 30 ) 30 )225 ) 15M ) 15M ) 15M ) 15M ) 15M ) ) 15M ) ) 15 ) 15M ) 15M ) 15M ) 15M ) 7M ) 50M ) 15M ) 15M ) o< I I LSIG I D 1 1 2 AFD AFD AFD AFD AFD AFD t 12 1 1 1 1 1 II 1 1 SPD SPD 1 11 1 1 1 1 1 1 / zZ AFD AFD AFD AFD 1 2 II 1 1 i Z p 0 LL z AFD AFD F R ! OO w Qo i i I O U) Ct am 1-0 O W fO IL i m a Q Ct W� IY �O 0< Q Z CC ct p Y I&U)o (n 2 _,1- w U 0_ '-< co m WI- E o� 0 0 10 0 ilo 0 e ip co 0 0 0000010 0 0 ~,ca`- l_i_ Z� CO r W 0 } a a �1- a co r Lr) M r X ' > a r WaWaWaWmWm WmaM O 0 0 0 0 0 0000000000N N _ U a (n OW < WM Wr WM WM Wr CLo O N Z itin � o � o o � o Et � o Wr W U) N ,n O QO W (DfIO U U U U U U I- o Hr 0 O N O N Z ct cn XZ p CD U) ,1-; U) O U) O U) O U) O CO o Q O Q O Z p o N W JQ iZ w r Z } W9 w9 w9 W 9 w 9 W 9 wWZ ct 9 09 d wwra Ua wWZ coz cnz coz cnz cnz (nz 22 22 Wo � �Wag U) a2 W > O YU oU CtU OCU ocU OCU cc CCD 2Et aD Ct2a 2a EtZU < CO < u) an Qn Qn < (0 Oa Oa Ct W Et -W - -Et _ Et _ Y Y r UD 6 i D 6 UOn O6 06 O6 06 O � O � HM F- A <' wco W MW Mw rW r W rw r W N UJ N W N UW N W W W W W N N .1- Z U nU oa ~ Luc' a . 06 w =r U) a N 2 a N U) U N U N U N U N U N U N U N U) N (n N ra Z X Z X z X Z X z X Z x Z X Z X Z X Z X z X Z X Z X Z X Z X Z X NZ Z Z Z 0 0 6 N U N p O U) _) U) U) U) U) U) U) U_ U_ U) U_ U) U_ U) U_ - Na W aWa Wm Wm NU) UN 9p O Q0 I-CC m m m m a m mr ( oaC)- Or cli � Oar ON paO � ND aO Et o w9 a ' Qo� a� Om � OM ° Or p � OmM OmN Or o m m m m ' m oaU U U ' U a X Q W O Mza MZ CZa MZ Za - zee Za - zee CVZa VZr-t NZa VZ �lZa Z Z OZ 9 co O (o o n O co O cn X Z2izaC rO0 oOp rppOOp rOprOprpprOp r OprOprp rOp rOprOp OO O OO a Cw o 0 0 o w 0 D _ CD _ O _ o � _ oa O X10 XU XI- 0 XU XI- V XU X0 XQaU X _ U X0 XU X0 X0 XQ0 X0 Xw Z cozoz ZZa 0 CL LL W � ' W � QJQ Q Q aJa � u) j et j Wadaw2 � 2 � J 2 � J 2 � J YJ 2a' 2aJ a < U) 0U OU < U) � � a,, p ZZ O pW W OW W pW W OW W OW W ouJW OW W OW W owes OwW owes OW W o, ww OW W oww OW W o - OIA O6 06 O6 Y) P0 cnct Mm a U) cocM a U) a U) cocM a U) co a U) M a U) M a U) M a U) M a U) M a U) 0, a U) M a U) M a U) M a CO 0, a U) M a CO M m O N U N O N O N U a N H ZZ Q- W co 6 QW W I- Wco 0 ! 35-MCC-001-01 0 C7 W W 27-MCC-001-01 BUS A, 1000A, 480V, 3PH, 3W, SCCR 100K ) m , ) BUS A, 1000A, 480V, 3PH, 3W, SCCR 100K , p O L 1-o ` ( m Q o� I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I 0 W 0 Hz I I I I I I w 50M ) 50M ) 30M ) 7M ) 7M ) 40 ) 40 ) 50 ) 15M ) 25 ) 25 ) 25 ) 40 ) 50 ) 50 ) 7M ) 7M ) 50M ) 15M ) 15M )I Z z0 50M ) 7M ) 7M ) 7M ) 7M ) 50 ) 40 ) 25 ) 25 ) 25 ) 15M ) 50 ) 40 ) 40 ) 30M ) 50M ) 15M ) W 0 J z w i I- > a ! I I I i co W W Ou 1 1 1 1 1 AFD AFD AFD II AFD AFD AFD AFD AFD AFD 1 1 2 1 1 1 ; Z O Z 1 1 1 1 1 AFD AFD 2 1 0 Q p R i O m i AFD AFD AFD 1 AFD AFD AFD 1 Y J =Q U a H ctw z Q U �� pW O w U J O C ! i L.L. ! i W 0 0 0 1 LL 0 w U) 2 w CC NQ12 Q • 2O00 20 0 O O 4111) w > Xr > J Cz Q z — ® ® iloN CO0 10 10 10 © 20 20 20 10 ja oOb o U _1- 1 JmINW10 20 20 20 © 10 10 10 20 Oo r r WO W Oror o r N N cc q N coM W OO NO• ii•tW z9et a 0 W4 > o Hr < ~ Z o Do o r0 o o UO0 10 09 cc 2 woa z ' O (11 � a CC CL a a co r U co a11 dD W0 a2 U) EL Ur a. rO O ? a a � �U _1- col- � P 2a Et np � a H � � 8 O O a � wrZ r N act ct Ln E � E � � � N p —I O U r N I- M ri) U a Z J w1a a W W a r H 7 N U N � N U N L N) U N U N U J ) N w2 2 a r _1 _1 LL a a a D ND a "' ar oa Mp 0 � � a J N N r CD r U U NaN Y N N J � a O gOU U O pr � 0 rr OOr NO O 0N CD Z o Z O o a a . a 0o 29 ' a . Z oN CDZ rZrMD coN r � X XX DX aL5 Xg OU X n JX X N N MD a a aO - 0 CD Z a o r N o N c- X N X o o 1 a 0O � 0 a O a o H X W W 0 0 O o o O O o WX w aX I- O oa O a ao 0 � i J o � � IX zpa pa a W W a2 a2 p awa > la > 01a w 01_ w p a 2 a2 E � a a O 0_1 Da U� a wJw w wa wa � � M ga 22 2a JL _1E 2D 2D Ua I- 2 aW � 2 0 02 J 02QD W ~ 2 OQ Q OQ OQ � 0 � � a � � � a_aD oD wD0D E - 2D n aD aU) aU) W Za CI- 0_ U U 0- U) aU) QP /) Oa J -D - a pa pa ' ¢ 1O--Ipp J CO � O - O Jo f O aO a a asp ' a � a �jO mo � J � J J Ug aI- EL OJ �O JO DO Q a00 m � � � � � mD aN aN d- m d- U d- U DY � � N m0 OM � co � c0 CC co U) co U) O U) c0 0� U � Uco U) co et co aCO aCO CO CD ON aN A N ONE-LINE DIAGRAM NTS 12" = 1'-0" VERIFY SCALE BAR IS ONE INCH ON ORIGINAL DRAWING. 0 1" DATE MARCH 2026 PROJ BJO0152J DWG 27-E-6002 SHEET 44 Autodesk Docs://US OR BPO0152J_Lake Oswego_DBO WWTF/010-E_RVT2024_DBO0152J.rvt PLOT DATE/TIME: 3/24/2026 3:59:33 PM 1 I 2 I 3 I 4 I 5 I 6 FROM FROM 0 27-SWGR-001-01 27-SWGR-001-01 w BUS A BUS A w CY -�., CO H _ I 27SWBD00101----------------------------------------------------------------------------------------------------------------------------------7 c2 • • ' Q co DPM DPM o U) CO A -� -,�- I p z o 0 0> Q - U 1 BUS A, 3000A, 480V 3PH, 3W, 100KAIC 3000:53 2500:53 BUS B, 3000A, 480V, 3PH, 3W, 100KAIC v n >- Q Im 1 I - - - - K2 1 I I I I I I I I I I 1 I � I I I I 60 ) 60 ) 600 ) 600 ) 600 ) 30 ) 30 ) 225 ) 400 l 400 1 400 ) 400 ) 400 ) 225 )30 ) 600 ) 600 ) 225 ) 80 ) 60 ) 225 LSIGI LSIGI LSIG l LSIG / 3000A LSIG LSIG / LSIG LSIG LSIG 3 POLE SWITCH LSIG LSIG LSIG LSIG LSIr a o < 1 cc � w wm w CLO L w ¢ Q w 2 �O i �' _O wH —-—-—- -—-—-—-—-—-—-—-—-—-—- -—- -—- -—-—- -—- -—- -—-—-—-—- -—-—-—-—-—-—-—-—-—-—-—-—-—-—-—-—- —-—- -—- -—- -—-—-—-—-—-—-—-—- -—-—-—-—- - - U Q Z CC E 400A 0 Y ° (65 KAIC) 5 U z Q (3 POLE) o wW 5--- Q fr ' 0_ w Y� l4 1 • 1 l4 Q AFD AFD AFD AFD O ti ti ^' 225 MCB 225 AFD 1 } >- AFD AFD I PNL 225A BUS I AFD AFD PNL 225A BUS —, O H J >- O < J i 42 POLE , 42 POLE w 0 Q >- < co I I I _ w o0 00 cc000 w 1 tY wH B zOo � "' � o PNL � � Z - i p w I A 12-XFMR-001-01 45KVA I 0 12-XFMR-001-01 Z O • o25-XFMR-001-01 Q o I i 480V 208Y/120V I I\[ 45KVA80 i z u)0_ • O O 11 480V-208Y/120V J Q H o 75 KVA D O I -—- a z = J U) 480-208Y/120V _1 I I I W o 30 30 300 300 „ I w = } IN IN LT_ Q 300 — 0 Co0 PNL 0 0 — 300 300 I 40 ~ Z H in PNL PNL O MBS H in PNL 30 I PNL QpH CC <0 C.) U q o COI ' _z w U U C� > > o C� z PNL PNL Q N L----------- 0 u9 O< 0 0in cr) I I z Q = L---- No z p z z a °° � o UPS - - co o ,_ o w w w O p o ? N o >-_ o z �o O > > > 0 N N 0 0 O J Z N O p w � � 0 0 0 w' w' � � � � OQ No (,) Yo 0 m co Q XQ � � w ? 00 m CO m H 0_ O O O Z J U_ X m 0_ D CO 0 0- D 0- p 0 2 YO YO r QZ X 2 0_ � zz A CO 0_ 0_ J ZQ J ZQ J o co o0 m 0- 0 W X Z 0_ O - n � w 0_ m � ma � CD CO n w Z � 00_ � � 0 D O Qco o > � > � ZQ 0- Q z � Qo DQZ O p ww I- N r- Q 2 O O W0_ Z 0 0 IO NN Nap N � ZO c0Qp 0- J m Q a Q 6 co 0 w 0 ¢O w Z ON 0 w 0 < ?0 H u) w LL 8cn O Y 0 Om w Q } coo Y 1= = < U ~ � J w H Z C w 2 D 0 O 0 w O w Q w L V ONE-LINE DIAGRAM Q NTS w V� z J z o UJ w � — 1z VO g 00 CC w r, w —ICD J w , w O O 1 121 m D C/) ti N 12" = 1'-0" VERIFY SCALE BAR IS ONE INCH ON ORIGINAL DRAWING. 0 1" DATE MARCH 2026 PROJ BJO0152J DWG 27-E-6003 SHEET 45 Autodesk Docs://US OR_BPO0152J_Lake Oswego_DBO WWTF/010-E_RVT2024_DBO0152J.rvt PLOT DATE/TIME: 3/24/2026 3:59:35 PM 1 I 2 I 3 I 4 I 5 I 6 0 w > r w w CC I- I0 c7 I J a 06 I I o CO I 000 8 I A I > z o < z z I Q Y 0 I } < 5 5I coY I m coI 0 0 I 1- o a ' U . U ' > o J0 Jo ' < 1 I w9 w zo zm HWm • m • cn a O O IY w I i- N I- C V < I L ' �o — I 225A � LU II (50 KAIC) O< ' 5N (3POLE) I z ct ct 0 Y �° I I ! % 0 ' wU I ; MAINTENANCE BYPASS I >- (7 w ---------' ATS i co W O I I c < I aw I I Owi -) °~ Z 50-PNL-001-01 I w O 225 C� 225A, 480V, 3PH, 3W, 30 KAIC I z B1 1 I 1 I aZ �r 60 ) 60 ) 60 ) 60 ) 20 ) I z a d z= EFJ I H �o ' w =>- i— a I a Q CC CCO I I 2� Oz 2 ova zz Filter Control Filter Control Filter Control Filter Control Panel Panel Panel Panel I zo o w 50-XFMR-001-01 I a i `",,`"'"A" 15 KVA I a — I 480-208Y/120V Q z I- wo ct 0 20 00w 1-Lek-'© 20 20 20 0© PNL I m o 0 O a0>, w (C7 YZ o> ,-,Cr) oT D o o o o o riN M CO CO � 0_ .- � � N I Q CK d � ' fY 2 ' I/ O 1 2 N 9i rl 2 N 9i I Y J i 1< � � � Jo H � o Ho J1±1 Qo wo JQo � o o < U 1 J _ _ o pp � 2 � cK LL 2 � > ii LI > � Y2 W > ' _ cii _ z w � Q o (Y 0 � Q d � 0 � U � � V a Y p � � I- _ _ Qo cq � � Qo (n . � Q I C Omen Oar, om � � � Omen � o � mLn � � � � I U 0 ] 0 w '------------------------------------------------------------ CO w CC 2 Q LO) _1 i2 < 0 Ai z 0 < o Q V � o Uz Lal -1i J _1ONE-LINE DIAGRAM '7 w w 12" = 1'-0" z 0 D 12" = 1'-0" VERIFY SCALE BAR IS ONE INCH ON ORIGINAL DRAWING. 0 1" DATE MARCH 2026 PROJ BJO0152J DWG 50-E-6001 SHEET 46 Autodesk Docs://US OR_BPO0152J_Lake Oswego_DBO WWTF/050-E_RVT2024.rvt PLOT DATE/TIME: 3/24/2026 4:03:54 PM Jacobs. 3. 2 Construction ______ 4,... ___.,4,......_ ...r., kr— jr 1004411k 4 ��.. ii -44ilo, .win`w ; .4or -ice. wC .° :>.s •' `ate' ...r _ 3.2 CONSTRUCTION Jacobs will deliver the Lake Oswego Wastewater Treatment Facility (LOWWTF) using an integrated design-build-operate approach that prioritizes safety, constructability, and schedule certainty, and minimizes community disruption. Our construction strategy leverages early collaboration between design, construction, and operations personnel so that facility layout, equipment selection, and sequencing support efficient construction while maintaining long-term operational reliability. The project site presents several key challenges, including a constrained footprint, challenging site conditions, proximity to residential areas and public parks,and the need to carefully phase in new infrastructure without impacting existing wastewater conveyance and treatment facilities.Our approach addresses these challenges through careful site logistics planning, phased construction sequencing,and early work package implementation. We will perform construction activities in accordance with all applicable City, State of Oregon,and federal requirements and will incorporate best practices for environmental protection,safety management, and quality assurance. 3.2.1 GEOTECHNICAL INVESTIGATION SUMMARY AND BASELINE ASSUMPTIONS Jacobs will build upon the geotechnical information provided by the City and will perform supplemental investigations, as necessary, during the early stages of design to confirm subsurface conditions, reduce uncertainty during construction and support final design and construction planning. Preliminary geotechnical analyses and recommendations are included in Technical Memo(TM) 6-5 within Section 3.1. 3.2.2 GENERAL APPROACH TO SHORING, DEWATERING, AND EXCAVATION Excavation activities will be performed using engineered excavation support systems designed to provide worker safety, protect adjacent structures,and control groundwater. Shoring We will use temporary shoring systems where excavation depths or soil conditions require support.Shoring is anticipated around the influent pump station (IPS)and along the west side of the aeration basins. Shoring systems will be designed by qualified engineers and installed in accordance with OSHA excavation safety requirements. Dewatering Dewatering systems will be implemented where groundwater is encountered during excavation activities. Discharge from dewatering systems will be sent to the Tryon Creek Wastewater Treatment Plant(TCWWTP)for up to 100 gpm flow. If flows are higher than 100 gpm, a National Pollutant Discharge Elimination System (NPDES) permit will be obtained to allow for discharge directly to Tryon Creek.The dewatering system will be managed in compliance with applicable environmental regulations and stormwater permits and may include treatment(e.g., bag filters) if needed to meet discharge requirements. Excavation Early site investigations will inform the overall sitework and excavation strategy.These investigations will include evaluation of subsurface conditions such as groundwater levels and flow characteristics, potential soil or groundwater contamination, slope stability,and the anticipated depth and extent of rock.We will use these results to refine excavation limits,sequencing,and construction methods to minimize risk and support efficient execution. v I 1 I 3.2:Construction Excavation activities will be carried out in a phased manner and coordinated closely with facility Exhibit 3.2.3-1:Construction staging, traffic management,and preliminary traffic control plan. construction priorities.Materials excavated from the site will be reused on-site to the greatest er,, extent practical to support grading requirements and achieve an efficient cut-and-fill balance. ' Any excess material not suitable for reuse will be transported to approved off-site disposal or P _ Laydown Area beneficial reuse facilities. Rock is anticipated in select areas—particularly beneath the aeration : ' l ' ` basins—and will be removed using mechanical rock hammering techniques as required. '— .': We will implement appropriate erosion and sediment control measures throughout excavation Area to be paved and r - .r. % _ '__; . _ - • �`'' " �? activities to protect adjacent areas and prevent sediment migration to nearby waterways. used for craft parking i ir 'f , ; s in 2029-2031onstruction These measures will include the installation of silt fencing along the site perimeter, as well as o� t Cofog _ Trailers .� additional best management practices as conditions warrant,and will be maintained for the - q ,., ' �� r . 1 Laydown area lk /. ,,, duration of earthwork operations. - 1111 r_i' duringi. DP 2, i r�., 3,and 4 '� it / 4111 ' - — : 3.2.3 CONSTRUCTION STAGING AREAS Ai - { Tower Crane Reach i . ' 11111111111111111111 AND TRAFFIC MANAGEMENT ". - Craft Parking "' ' . A1111111®11111mc Due to the constrained nature of the project site, careful planningof stain and logistics will Tower Crane Base p 1 staging g {' l ' Trailer Parking . be required to maintain safe and efficient construction operations. • ,n r : 1 ' •,• 1 i i , — site staging areas may be used to reduce i►. , / Tryon Creek access through _ �• Staging Areas --•o , , , , construction road congestion within the project footprint. , A preliminary Construction Staging Plan is •:E- - so 1 ' ' , depicted in Exhibit 3.2.3-1.Construction z: '�" . " -- + ' Traffic Management w .. A y� staging will include: r t A Construction Traffic Management Plan - . .4 4 4 - �., -- j • Onsite equipment and will minimize impacts to surrounding " „d"i' Enterprise access through tr ` `'• materials la down areas ..., '• construction road ',�r ki s ; , Y neighborhoods and public facilities.This "'" • t. w, ; 1 �! • Temporary field offices and worker facilities plan will prioritize safe access for residents =e ., • r � `+1 • ' r.� �?;. *o • Equipment and •r ' •' - Ot� 4 ` assembly businesses,and emergency services40: ;,� pre-installation zones throughout the constructionperiod while •:� • " rF ^a g .� Install push-button activated stoplight • Designated delivery and unloading areas minimizing construction schedule impacts. �l,,:,. i' .1 e * for pedestrian/bike crossingwith r '� Nialo - • Craft parking Key elements will include: ''�. , "' flashing indicators for pedestrian Due to the constrained site footprint, Laydown Designated truck routes to and from the site ,•• crossing in both directions 4 \ areas and parking will be strategically • Temporary signage and traffic control y'�•+ -- ` --"''''� ''� adjusted throughout the construction period • Apushbutton activated stoplight and - 1 �' ,ti �� i g Construction Access Only .� to align with project phasing.We will use flashing lights for pedestrian and bike traffic af, Ailli the TCWWTP site for some measure of to protect the safety of those using the trail e ' 0.gl. a . . `,,construction staging.Where feasible, off- • Detour signs for local traffic only to allow _ If' • '+ r +IV ' ?f f. tt•=:1 t• local businesses to access their facilities ' • ,,� Local Business,Public,and and for Portland Bureau of Environmental J • . ', irivi $1titik .40 �,� Tryon Creek Access Services(BES)staff to access the TCWWTP . , - ` • Coordination with local agencies for road • "'* ,.. ; ` • 4, •'''. .17846, closures or lane restrictions . _ M• -- i ` • i. • Delivery scheduling to avoid • . 'i f • C.~ peak traffic periods r ; '. { "Y , ¢, , 7JJ A preliminary Traffic Control Plan is illustrated �. ` � ' . - t44 t in Exhibit 3.2.3-1 and described in additional ROAD -+ � ' AHEAD CLOSED ,/ detail in Volume 2-Cost Submittal. I I '+ti ` ,L,.': 1 ROAD Rr ,y I + 4, 4 t •.4 , ` _"di (� a�''' f, 1' WORK ,i tit "�, y • AHEAD l A T �,N y�dC 4, :yam! > • 11411,4 A AO • Road Closed:Only construction vehicles allowed within the hard closure including concrete trucks from Lakeshore Concrete. II • Enterprise Rent-A-Car, Caliber Collision, Landcare,and other businesses with'h ton and smaller vehicles to follow detour Google Earth -, route including local delivery drivers. • Detour signs to be provided throughout the detour route. ,,rle c, I . - -I I - ing In1:. - 7 4.0 2 3.2:Construction 13.2.4 SITE SECURITY 13.2.6 SPILL Jacobs will implement comprehensive site security measures PREVENTION AND CONTROL to protect project personnel, equipment, materials,the site, and the surrounding community throughout the Jacobs will implement a comprehensive spill prevention and construction period. Upon commencement of demolition, response program to protect surrounding waterways and the the site will be fully enclosed with an 8-foot-high chain-link environment during construction. perimeter fence, including three strands of barbed wire. Key elements of the program include: Locking, manually operated access gates will be installed • Fueling and equipment maintenance procedures at designated entry points to control site access.Where • Secondary containment for fuel and chemical storage feasible,the perimeter fencing installed during construction • Spill response kits located throughout the site is planned to remain in place as part of the permanent • Personnel training in spill prevention and response project fencing. In areas requiring temporary construction • Immediate reporting and containment procedures access,temporary fencing will be provided and replaced with permanent fencing prior to project completion. All spill prevention activities will comply with applicable During normal working hours,security personnel will environmental regulations and permit conditions. staff construction access points.All visitors and non-site personnel will be required to check in with the security I3.2.7 APPROACH TO SAFETY guard and sign in through Jacobs prior to site entry. While dedicated after-hours(night and weekend)security As the general contractor and operator,we maintain full personnel are not anticipated,the site will be secured daily responsibility for safety across all phases of project delivery. through controlled access, locked gates,and perimeter Working with our team means working safely,whether in the fencing to deter unauthorized entry. field or in the office. Our site-specific Health and Safety Plan Temporary site lighting will be provided to enhance (HSP)aims to eliminate injury or illness, detrimental impacts nighttime visibility and discourage vandalism.Jacobs will on the environment,or violations of applicable occupational coordinate with the City so that the proposed lighting health and safety and environmental laws and regulations. approach is acceptable for the duration of construction. In Beyond the HSP,we incorporate safety into all phases of addition,security planning will include coordination with the work as follows: local authorities to align with City requirements, address • Design:We operate more than 200 water and wastewater known vandalism concerns in the area,and respond plants nationwide and we understand that safe operations proactively to any security incidents or risks. begin with safety-in-design.We routinely embed field- proven safety concepts into our designs. • Construction through startup and commissioning: I3.2.5 TEMPORARY UTILITIES We will implement the HSP noted above.Construction Temporary utilities will be established to support managers and superintendents are responsible for construction activities while maintaining safe working implementing safety practices and will participate in conditions and minimizing impacts on existing infrastructure. regular safety planning and reviews. Given the compact Temporary utilities for these facilities will include: footprint and closeness to community developments, external communication is essential. • Temporary electrical service and distribution Specific onsite safety considerations for the LOWWTF include: • Temporary water supply for plumbing, dust control, and construction activities • A thorough understanding of construction staff(i.e., • Temporary sanitary facilities 125 craft labor at peak construction), equipment and • Temporary lighting systems, including site lighting materials(i.e.,towers,and cranes)to properly plan and • Temporary communications systems implement safety precautions Temporary systems will be installed in accordance with • Site-specific safety orientation for all site personnel prior applicable codes and will remain in place only as long as to starting work onsite required to support construction activities. • Recognition of plant specific alarms and procedures for emergencies • Mindfulness during demolition • Routine sitewide safety meetings to establish a safety culture upheld by all levels of project personnel • Well-defined work plans to avoid interference with TCWWTP and its operations • For the community, construction traffic, noise, dust management mitigation through a privacy fence v I 3 I 3.2:Construction I 3.2.8 APPROACH TO EARLY The schedule incorporates the following design packages to support early risk mitigation and phased mobilization: ICONSTRUCTION PACKAGES • Design Package(DP) 1 —Site Demolition Package Our schedule approach is structured to mitigate construction • DP 2—Storm and Sewer Line Reroute schedule risk by engaging onsite as early as practicable • DP 3—Deep Foundation Package during design to identify and mitigate any unknown site • DP 4—Early Concrete Package constraints that could impact construction progress. Early • DP 5—Main Plant Package site engagement allows potential risks to be addressed The development of these design packages and their proactively through early construction activities rather than integration into the overall project schedule are illustrated reactively during critical-path construction. in Exhibit 3.2.8-1.The schedule assumes an early, limited The site subsurface conditions present inherent challenges, Notice to Proceed (NTP) in May 2026 to prepare DP 1 and including variable bedrock depth and the potential presence initiate the Land Use process(schedule, prepare for and of obstructions and environmental contamination.While attend pre-application meeting). DP 1 includes preparation previous geotechnical and environmental investigations of the demolition and grading/fill permit package, have been performed, subsurface conditions are naturally completion of additional targeted site investigations(lead/ variable,and several uncertainties remain that could impact asbestos testing),and drawings to support demolition and construction if not identified early.These risks include: field investigation activities. Field activities to implement DP 1 are planned to commence immediately following receipt • Identification of a potential"trough area"where the of the full project NTP on July 6, 2026. bedrock transition appears to occur at a lower elevation than previously understood,which could affect foundation The project requires many local permits, some of which are design and installation durations. on the critical path.The Land Use Approval in particular • Encountering boulders or anomalous rock formations that has a lengthy application and review process. Early could inhibit pier installation, requiring either an increased start on this process is needed to facilitate approval by number of piers or a revised foundation approach. the end of March 2027. • The potential presence of previously unidentified Early demolition of existing facilities, combined with hazardous materials,which could require additional supplemental subsurface and environmental investigations, investigation, regulatory coordination, and remediation allows confirmation of foundation assumptions and early prior to commencing full sitework. identification of hazardous materials, if present.This To mitigate these risks,we structured the project schedule approach provides the opportunity to refine the foundation to advance early design packages that enable additional design or execute necessary remediation activities site investigations and early construction activities while before they affect major construction milestones.The the balance-of-plant design progresses. Developing and schedule includes a dedicated 3-month buffer to address releasing focused design packages early allows uncertainties potential hazardous material impacts prior to affecting the to be resolved before they affect the overall critical path project's critical path. and provides flexibility to adjust design and construction Once site constraints are better defined through early strategies as needed. fieldwork, DP 2, DP 3, and DP 4 will be released to accelerate critical-path activities while completing final design for the Exhibit 3.2.8-1:Project Schedule 2026 2027 2028 2029 2030 2031 Q2 Q3 Q4 Q1 Q2 Q3 Q4 Q1 Q2 Q3 Q4 Q1 Q2 Q3 Q4 Q1 Q2 Q3 Q4 Q1 Q2 Q3 Q4 Project Start Limited NTP NTP • ©Contract Milestones Demo,Grade/Fill Permit (DP1) Demo Grade/Fill Permit Critical Permits Land Use Process 1131 Land Use Approval —Design Demo,Field Investigations Hazardous Waste Buffer � —Construction Utility Relocates and Deep Float/Buffer Foundations(DP2,DP3) Deep Foundations Early Concrete Package(DP4) II3Early Concrete Main Design Package(DP5) Final Building Permit Deep Foundations EMIIM Early Concrete Testing Main Package Construction Readiness CommissioningConstruction Float Substantialmpen Completion 303 007Y2M 1 7 .; I 4 I 3.2:Construction remaining scope.These packages will enable early relocation functional testing,Jacobs will transition flow from the of major onsite utilities(raw sewage and storm water), TCWWTP to the new LOWWTF. Final acceptance testing installation of deep foundations, and commencement of demonstrating full plant performance will be completed in concrete construction on the western half of the site for the time for Acceptance and transition to the operations period IPS, Headworks/Solids Building, and aeration basins. no later than February 2031. By advancing high-risk scope early, maintaining flexible Effective schedule management is critical to the successful package sequencing,and incorporating schedule delivery of a construction project and will be achieved buffers where uncertainty is greatest, our proposed through proactive coordination and continuous monitoring. schedule significantly reduces exposure to subsurface We will regularly track progress through look-ahead and environmental risks.This phased, risk-informed planning, schedule updates,and coordination meetings approach provides a reliable path to maintaining project with contractors and stakeholders to identify impacts momentum and achieving timely project completion despite early and implement corrective actions as needed.We challenging site conditions. will assess potential risks to the schedule in advance, and will have contingency plans in place to address delays caused by weather, material availability, or unforeseen site 3.2.9 DESIGN-BUILD WORK SCHEDULE AND MAJOR CONSTRUCTION conditions.This disciplined approach keeps the project remains on track, minimizes disruptions, and supports timely, predictable project delivery. 3.2.9.1 Approach to Self- Performance MILESTONES THROUGH and Subcontracting STARTUP AND ACCEPTANCE Because Jacobs is fundamentally a company that focuses on the solution that is being implemented,we focus our We developed our schedule to accurately capture the critical self performance on those scopes of work that are critical path necessary for project delivery. Our critical path method to successful short and long-term performance of the (CPM) delivers the following benefits: facility, including schedule, budget,and meeting process performance of the facility.These elements include: • Matching labor demand with local capacity:Our construction duration creates a project burn rate the local • Project management, including overall construction contracting community can support.We have sized the manager and superintendents bid packages appropriately to best fit the capacity and • Project safety capability of the subcontractors and suppliers. • Quality assurance and quality control • Streamlining labor: Keeping crews engaged onsite • Design and engineering, including design services without multiple starts and stops reduces mobilization/ during construction demobilization costs and maintains a sense of continuity • Permitting and regulatory approvals and consistency,which results in higher productivity. • Major process equipment purchases and expediting • Appropriately shortening construction duration:Time is • Instrumentation and control system integration money—reducing construction duration translates into • Startup,testing, commissioning,and direct and indirect project savings.There is a tipping transition to operations point, however,where a shorter duration requires more Subcontractors and suppliers for scopes of work not expensive, out-of-state labor.We have looked to define the self-performed by Jacobs will be selected through "sweet spot"that balances savings due to shorter duration a best-value procurement process that evaluates with the cost benefit of local labor. qualifications, relevant experience, safety performance, While the early work packages are underway, design quality history,financial stability, and price.We recognize for the balance of plant(DP 5)will continue. Design the critical importance of engaging safe, experienced, will be complete in August 2027 with the complete reliable, and competitive partners to support successful package for the LOWWTF. delivery of the project. As we will be well along with concrete on the western Our bidding and selection process includes the half of the site and the IPS at the time that DP 5 design is following key steps: complete, concrete focus will begin to shift to the eastern • Identification and prequalification of subcontractors and half of the site, allowing for mechanical and electrical equipment vendors: Leveraging our extensive industry work to commence on the western side.Mechanical and relationships,we identify and prequalify subcontractors, electrical will continue to follow concrete to the eastern manufacturers,and equipment vendors based on half of the plant site. demonstrated past performance on similar water and Startup and commissioning of the LOWWTF will begin as wastewater projects. Prequalification criteria include construction is wrapping up in 2030, initially focused on technical capability, safety record, quality performance, functional testing offline from the process flows. Following financial strength,and capacity to perform the work within the Project schedule. 1 v I 5 I 3.2:Construction • Outreach to subcontractors and equipment Our quality management approach is based on representatives:Jacobs proactively contacts qualified three key principles: subcontractors and equipment vendors capable of • Quality is planned into the project from the outset. performing discrete work packages. Interested and • Quality control is performed by those performing the work. available firms are shortlisted to provide robust • Quality assurance provides independent verification that competition. Our long-standing relationships with water requirements are met. and wastewater equipment manufacturers enhance procurement efficiency; in many cases, commercial Approach to Quality Management terms and conditions have already been established Jacobs will establish a project quality management structure through prior Jacobs projects, reducing risk and that provides clear accountability and independent oversight improving pricing certainty. of quality activities. • Preparation and issuance of bid packages:We prepare detailed bid packages that define scope of Our quality management organization will include the work, preliminary technical requirements, drawings, following key roles. specifications,and bid forms. Upon receipt of bids, each subcontractor and vendor proposal is thoroughly Design-Build Quality Manager reviewed for scope alignment, completeness,exclusions, The quality manager will be responsible for implementation assumptions,and pricing accuracy.We engage directly and oversight of the QMP.This individual will have the with bidders to clarify scope, resolve discrepancies,and authority to halt work that does not meet project quality confirm that submitted pricing accurately reflects the requirements.Other responsibilities include: issued bid documents. • Implementing and maintaining the QMP • Cost validation and estimate refinement:Once pricing • Coordinating quality control and quality has been confirmed and normalized,we integrate the validated subcontractor and equipment pricing into the assurance activities project cost estimate.Through this process,the estimate ' Conducting quality audits and inspections reflects current market conditions, clearly defined scope, ' Maintaining project quality documentation and realistic means and methods. • Reporting quality performance to the DBOM project manager and the City Jacobs has already competitively bid major process equipment and key subcontract packages, providing Design Discipline Leads real-time market validation of pricing. Early engagement Each design discipline lead will be responsible for quality of these trade partners during design and preconstruction control within their technical area, confirming that design supports constructability input, coordination of long-lead deliverables meet project requirements. items,and refinement of the construction schedule.Through this approach,there are no surprises at design completion Construction QA/QC Manager related to constructability and construction schedule, so that the City gets their new facilities as promised. The construction QA/QC manager will oversee quality during construction, including inspections,testing,and documentation of construction activities. I 3.2.10 QUALITY Independent Technical Reviewers IMANAGEMENT PLAN Senior technical specialists will conduct independent design Jacobs will implement a comprehensive Design-Build Quality reviews of critical systems and major treatment processes. Management Plan (QMP)so that all project deliverables meet the contractual, regulatory, and performance Design Quality Control requirements of the LOWWTF.The QMP will establish the Quality management during design confirms that all design policies, procedures,and responsibilities necessary to deliverables meet the project's technical, regulatory,and deliver a facility that meets the City's expectations for safety, contractual requirements. Design quality control will be reliability, and long-term operational performance. carried out by the design team responsible for producing We will finalize the QMP following contract award and each deliverable. Quality control activities will include: submit it to the City for review and approval prior to • Discipline-specific technical reviews commencement of design and construction activities. • Verification of design calculations The QMP will comply with the requirements of the DBOM • Constructability reviews with construction staff Agreement and will be applied consistently across all phases • Operability reviews with operations personnel of the project, including design, procurement, construction, • Coordination reviews across disciplines commissioning, and startup. v I 6 I 3.2:Construction Design Quality Assurance Construction Quality Assurance Independent design quality assurance reviews will confirm Construction quality assurance will provide independent that design deliverables meet all project requirements. verification that quality control procedures are being These reviews will include: implemented effectively. • Interdisciplinary design checks Quality assurance activities include: • Independent technical reviews • Independent quality audits • Compliance verification against design criteria • Third-party laboratory testing • Constructability and life-cycle cost evaluations • Verification of inspection reports • Review of quality documentation Design Review Milestones Formal design reviews will occur at key stages of design Inspection and Testing development, including: Inspection and testing activities will be conducted throughout construction to verify that installed systems meet • 30 percent design review design and performance requirements. • 60 percent design review • 90 percent design review Testing may include: • Final design verification • Structural concrete testing All review comments will be tracked and resolved prior to • Weld inspections issuance of the next design milestone. • Electrical system testing • Instrumentation calibration Procurement Quality Control • Mechanical equipment testing Quality management during procurement confirms that all • Pressure testing and leak testing equipment and materials meet project specifications and All inspection and testing results will be documented and performance requirements. maintained in the project quality records. Procurement quality activities will include: Commissioning and Startup • Vendor prequalification Quality Verification • Technical review of vendor submittals Quality management continues through commissioning • Verification of compliance with specifications and startup to confirm that all facility systems operate in • Factory acceptance testing (FAT)for critical equipment accordance with design intent. • Inspection of fabricated equipment prior to shipment Major process equipment, including pumps, blowers, Commissioning activities will include: electrical systems, instrumentation, and treatment systems, • Functional testing of mechanical and electrical systems will undergo enhanced review and testing prior to delivery. • Supervisory control and data acquisition and control system verification Construction QA/QC • Integrated process testing Construction quality management confirms that the facility is • Performance testing of treatment systems constructed in accordance with approved design documents • Operator training verification and project specifications. These activities confirm that all systems perform as required prior to facility acceptance Construction Quality Control Construction quality control will include: • Inspection of installed work • Verification of materials and equipment • Review of contractor submittals and shop drawings • Field testing and inspection activities • Documentation of inspection and testing results Qualified inspectors will conduct routine inspections to verify compliance with project requirements. v I 7 I Jacobs . 3. 3 ommissionin Acceptance Testin and Start- up g, ____ ......_ low ...._ • ,_ _. , , _ • ,....m., ....„ „. .. .. . .. • . • . ... . .„ . . AO' t ill y; ; - •• t