Hanford City Council
May 19, 2026

City Council Meeting
Agenda
May 19, 2026
7:00 PM – Regular Meeting
Council Chambers
400 N. Douty St.

Council Members will meet in-person in the Council
Chambers. The meeting will also be lived streamed on the City’s website: http://livestream.hanford.city/
4:00 PM CALL TO ORDER STUDY SESSION AND CLOSED SESSION:

ROLL CALL BY THE CITY CLERK:

PUBLIC COMMENT:

Study Sessions are considered Special Meetings under the Brown Act. Accordingly, comments from the public are limited to items listed on the agenda (GC 54954.3a). Public Comment will be accepted during each agenda item. A maximum of three minutes is allowed for each speaker. Please begin your comments by stating your name and providing your city of residence.

STUDY SESSION AND ACTION ITEMS:

A. Authorize the City Manager to execute a contract amendment with Opterra Energy Services for the combined Solar Photovoltaic and WWTF Energy-Related Improvement Project for a contract amount of $59,987,749, subject to contractual adjustment and contingent upon successfully passing a Prop 218 Wastewater Rate Increase and Acquisition of Project financing, and authorize the City Manager to issue a Limited Notice to Proceed for engineering, and additional appropriation of the contract amount in the Wastewater Fund with up to $2 million of the contract amendment amount from the Wastewater Impact Fee Fund; and direct Staff to return to City Council for approval of a Prop 218 Rate Fee Study.

CLOSED SESSION FOR DISCUSSION OF THE FOLLOWING:

A. CONFERENCE WITH LEGAL COUNSEL-PROPERTY NEGOTIATIONS (GC 54956.8) APNs: 012045001, 012045010, 012045004, 012045005, 012046019, 012046005, 012046006, 012046007, 012045001, 012045009, 012045008, 012045007, 012045006, 012045007
Negotiating Party: Solis Martin Vieyra & Araujo Fanny Castro, Miya Farms, PRE 4 LLC,

MCMASTER, WILLIAM T & KATHLEEN S H/W, EBERT JEANNINE, ALANIS, RICHARD &

LINDA TRUST,
Agency Negotiators: Chris Tavarez, Jason Waters, and Nick Matoian

B. CONFERENCE WITH LEGAL COUNSEL-ANTICIPATED LITIGATION (54956.9 (d)(4)) 1 Potential Case
CALL TO ORDER REGULAR SESSION:

ROLL CALL:

INVOCATION:

Pastor Mark Curts
FLAG SALUTE:

CLOSED SESSION ACTION REPORT:

RECOGNITION:

A. Receive the CenCal APA 2026 Resilience and Sustainability Award for the Hanford Connected, Kings-Tulare High-Speed Rail Station Transit-Oriented Development (TOD) Plan
PUBLIC COMMENT:

This is the time for citizens to comment on subject matters within the jurisdiction of the Hanford City Council. This is also the public’s opportunity to request an item from the Consent Calendar be pulled for discussion purposes or to comment on any item on the agenda. State law does not allow the Council to discuss or take action on issues not on the agenda, except that members of the Council or staff may briefly respond to statements made or questions posed by persons exercising their public testimony rights (Gov. Code sec. 54954.2). A maximum of three minutes is allowed for each speaker. Please begin your comments by stating your name and providing your city of residence.

CONSENT CALENDAR:

Consent Calendar items are considered routine and will be enacted in one motion. There will be no separate discussion of these matters unless a request is made and then the item will be removed from the Consent Calendar to be discussed and voted upon by a separate motion.

A. Waive reading in full of resolutions and ordinances and approval and adoption of same by reading the title only.

B. City Clerk: Approval of the Minutes of the April 7, 2026 Meeting C. City Clerk: Approval of the Minutes of the April 21, 2026, Meeting.

D. Community Development: Approval of Resolution No. 26-31-R Renewing Participation in the 2027 Kings County Abandoned Vehicle Abatement Service Fee Program E. Community Development: Adopt a Resolution Approving a Historic Resources Application HRA0022-26 for 295 N. Redington Street (APN 012-052-001) – Kindred Care F. Community Development: Road Abandonment No. 2026-01, a recommendation to adopt Resolution 26-24-R, a Resolution of Intention to Vacate 8,145 square feet of dedicated street right-of-way on Millerton Street (an undeveloped road) and set June 16, 2026 as the date for public hearing. Location: The project is located on Millerton Street, east of S.

Alpine Avenue, Tract 881 Unit II.

G. Parks and Community Services: Approval of a Change Order in the amount of $25,000 with Sysco Foods for the Purchase of Softball Concessions Product Increasing the Total Blanket Purchase Order to $73,000, and an additional appropriation of $20,000 from the

General Fund to be offset by Concession Revenues.

H. Utilities and Engineering: Adoption of Resolution 26-29-R authorizing the submission of a grant application for the Centennial Drive Safety Improvements Project in the amount of $6,343,000 through California Transportation Commission's Active Transportation Program (ATP), and amend the budget to recognize the grant funding, appropriate $6,343,000 from the Gas Tax fund (including 11.47% local match of $727,543), if the ATP Grant is awarded to the City; and appropriate $49,960 from the Gas Tax Fund for grant writing consultant services from Ardurra Consulting I. Utilities and Engineering: Adoption of Resolution No 26-28-R authorizing the submission of a grant application for the East Lacey Boulevard Bicycle and Pedestrian Safety Improvements project in the amount of $15,000,000 through the U.S. Department of Transportation's Safe Streets and Roads for All (SS4A) program, and amend the budget to recognize the grant funding, appropriate $15,000,000 from the Gas Tax-RMRA Fund (including 20% local match of $3,000,000), if the SS4A grant is awarded to the City.

J. Utilities and Engineering: Approval of a Notice of Completion for Tract No. 881 Unit 1 located at the southeast corner of Alpine Avenue and Hume Avenue and the Sand Slough Interconnect Project located on Houston Avenue west of Alpine Avenue and a reimbursement to Presidio JJR Hidden Oaks II 130, LLC in the amount of $399,726.12 from the Storm Drain Fund for the construction of the improvements.

K. Public Works: Authorization for the City Manager to enter into a contract with HFI Inc of Los Angeles, CA for the exterior painting of the Longfield Center, Coe Park Building, and City Hall in the amount of $60,700 to be funded by the Building Reserves Fund.

L. Public Works: Approval and authorization for the City Manager to execute amendment #6 with Brandley Engineering for completion of phase 1 and phase 2 of the Hanford Municipal Airport Fuel Island Project in an amount not to exceed $262,000 M. Public Works: Approval of a Notice of Completion for the Hanford Municipal Airport HJO Airport Fuel Station Closure Project and authorize the Mayor to execute and the City Clerk to attest and file said Notice with Kings County Recorder’s Office.

N. Finance: Acceptance and authorization for staff to File the City of Hanford's Quarterly Investment Portfolio and Transactions Reports as of 03/31/26.

PUBLIC HEARING:

A. Community Development: Public Hearing to Consider the Approval of the Annual Action Plan FY 2026-2027 Community Development Block Grant (CDBG) B. Community Development: PUBLIC HEARING: General Plan Amendment 2026-01: A request to conduct a public hearing and recommend approval of a General Plan Amendment to replace the adopted 2016-2024 Housing Element with the 2024-2032 6th Cycle Housing Element and authorize City staff to submit the 6th Cycle Housing Element to the California Department of Housing and Community Development for certification.

C. Public Works: PUBLIC HEARING – To receive ballots and public testimony on proposed funding changes/assessment increases for 2026/27 of the Hyde Park Landscape and Lighting Maintenance Assessment District in the City of Hanford. Following close of Public Hearing, ballots will be opened and tabulated, with results certified and reported prior to the close of the City Council Regular Session. Authorization for staff to implement

assessment changes based on certified results.

D. Public Works: PUBLIC HEARING – To receive ballots and public testimony on proposed funding changes/assessment increases for 2026/27 of the Crystal Springs Landscape and Lighting Maintenance Assessment District in the City of Hanford. Following close of Public Hearing, ballots will be opened and tabulated, with results certified and reported prior to the close of the City Council Regular Session. Authorization for staff to implement assessment changes based on certified results.

E. Public Works: PUBLIC HEARING – To receive ballots and public testimony on proposed funding changes/assessment increases for 2026/27 of the Portofino Landscape and Lighting Maintenance Assessment District in the City of Hanford. Following close of Public Hearing, ballots will be opened and tabulated, with results certified and reported prior to the close of the City Council Regular Session. Authorization for staff to implement assessment changes based on certified results.

F. Public Works: PUBLIC HEARING – To receive ballots and public testimony on proposed funding changes/assessment increases for 2026/27 of the Gateway Estates Landscape and Lighting Maintenance Assessment District in the City of Hanford. Following close of Public Hearing, ballots will be opened and tabulated, with results certified and reported prior to the close of the City Council Regular Session. Authorization for staff to implement assessment changes based on certified results.

COUNCIL REPORTS/GENERAL REPORTS:

Brief information-only reports from City Council and/or Staff, including committee reports and reports by City Council related to meetings attended at City expenses (AB1234).

ITEMS FOR FUTURE AGENDAS:

At this time, any Council Member may ask a question for clarification or may request a matter, which is not otherwise scheduled on a City Council agenda, to be placed on a future agenda. The Council Member referring the item shall provide sufficient information as to the nature of the item. The City Council, by concurrence of a majority, may direct the City Manager to put the item on a future agenda. (GOV. CODE SEC. 54954.2) A. Council Future Agenda Items
B. Upcoming Events and Important Dates:

May 25: City office will be closed in observance of Memorial Day June 2: Regular City Council Meeting
June 16: Regular City Council Meeting
July 4: Hanford's Freedom Fest & Fireworks Show 6:00 pm - 10:00 pm @ Hanford Softball Complex
July 7: Canceled Regular City Council Meeting
July 21: Regular City Council Meeting
ADJOURNMENT:

Materials related to an item on this Agenda submitted to the City Council after distribution of the agenda packet are available to public inspection in the City Clerk’s Office located at 319 N. Douty Street, Hanford, California 93230, during normal business hours. Such agendas are also available at the city’s website, www.cityofhanfordca.com subject to staff’s ability to post the agenda before the meeting. If you need a disability-related modification or accommodation, including auxiliary aids or services, to participate in this meeting, please contact the City Clerk’s office, 559-585-2515, 319 N. Douty Street, Hanford, California 93230, at least 2 days prior to the meeting {28 CFR 35.102.35.104 ADA Title II}

4.A.

AGENDA

STAFF REPORT
MEETING DATE: 5/19/2026 AGENDA SECTION: STUDY SESSION AND

ACTION ITEMS
SUBJECT:

Authorize the City Manager to execute a contract amendment with Opterra Energy Services for the combined Solar Photovoltaic and WWTF Energy-Related Improvement Project for a contract amount of $59,987,749, subject to contractual adjustment and contingent upon successfully passing a Prop 218 Wastewater Rate Increase and Acquisition of Project financing, and authorize the City Manager to issue a Limited Notice to Proceed for engineering, and additional appropriation of the contract amount in the Wastewater Fund with up to $2 million of the contract amendment amount from the Wastewater Impact Fee Fund; and direct Staff to return to City Council for approval of a Prop 218 Rate Fee Study.

RECOMMENDATION:

Recommendation:

It is recommended that the City Council authorize the City Manager to execute a contract amendment with Opterra for the combined Solar Photovoltaic and WWTF Energy-Related Improvement Project for a contract amount of $59,987,749, subject to contractual adjustment and contingent upon successfully passing a Prop 218 Wastewater Rate Increase and acquisition of project financing; and authorize the City Manager to issue a Limited Notice to Proceed (LNTP) for engineering, and additional appropriation of the contract amount in the Wastewater Fund with up to $2 million of the contract amendment amount from the Wastewater Impact Fee Fund; and direct Staff to return to City Council for approval of a Prop 218 Rate Fee Study.

Recommended Motion:

I move to: (i) authorize the City Manager to execute a contract amendment with Opterra, a copy of which accompanies this staff report, for the combined Solar Photovoltaic and WWTF Energy-Related Improvement Project for a contract amount of $59,987,749.00, subject to contractual adjustment and contingent upon successfully passing a Prop 218 Wastewater Rate Increase and acquisition of project financing; and authorize the City Manager to issue a Limited Notice to Proceed (LNTP) for engineering, and additional appropriation of the contract amendment amount in the Wastewater Fund with up to $2 million of the contract amount from the Wastewater Impact Fee Fund; and (ii) direct Staff to return to City Council for approval of a Prop 218 Rate Fee Study.

BACKGROUND:

This contract item was last before the City Council on September 16, 2025 whereby a public hearing was held to adopt Resolution 25-54-R approving a finding as required by Government Code Sections 4217.12 and 4217.13, enabling the City to sole-source both the Solar Photovoltaic Project and Energy-Related Upgrades at the Wastewater Treatment Facility to Opterra for fixed fee proposal of $63,122,800. The project price was comprised of the Solar for $2,974,520; WWTF for $53,848,280, and an additional clarifier for $6,300,000. After receiving comments and direction, City Council authorized staff to commence negotiations on a sole-source agreement with Opterra.

On December 16, 2025, City Council authorized the award of a solar contract to Opterra for the design and construction of a 845kW Solar Photovoltaic Facility at the City’s WWTF in the amount of $3,680,000. Advancing the solar component of the project was necessary to mobilize construction crews to start work January 5th, 2026 to meet SCE’s NEM 2.0 deadline of April 14, 2026. The solar project has been completed ahead of the April 14th deadline qualifying the City under the NEM 2.0 Program.

On January 16, 2026, Opterra submitted an updated fee of $66,915,820 for the combined Solar and WTTF ECM’s. The updated cost reflected Opterra completing the project’s Basis of Design that added a substantive amount of engineering re-work, detail and design following review and comments forwarded by both Staff and Carollo; requiring a cost refresh by Opterra’s vendors.

Price and contract negotiations followed after receiving the above proposal in January and has resulted in a final combined solar and WWTF fee proposal of $59,987,749.00, subject to pre-NoticeTo-Proceed (NTP) escalation of 0.01075% per date starting on May 20, 2026. The Project Fee, Contract Provisions and Scope of Work pertinent to the WWTF ECM's were negotiated and included as a "First Amendment" to the Engineering, Procurement, and Construction Contract entered into agreement at the December 16, 2025 City Council Meeting (Award of the Solar Contract). Key provisions of the amendment include "Owners Contingency", Liquidated Damages, and Warranties. This fee includes a $705,480 cost reduction for the solar component from $3,680,000 down to $2,974,52.

As mentioned in the paragraph prior, there are two key negotiated provisions that are noteworthy to point out: Owner Contingency and Liquidated Damages.

Owner Controlled Contingency was established in the amount of $2,500,000 and is separate from the City’s Project Contingency. This contingency was established to fund two specific eligible uses that include; 1) Design Development Changes - Potential cost impacts arising from the development of the Baseline Design Documents to 100% completed plans for construction to cover material changes in the character, sizing, quantity, or type of equipment or material, changes required by outside regulatory conditions, etc. that change the design approach that were not reasonably inferred at the time of pricing, and, 2) Pre-NTP Cost Escalation of 0.01075% per day starting on May 20, 2026 to cover cost escalations attributable to cost increases in materials, equipment, labor, and subcontracted work until prices are locked down via an issued NTP. This contingency was derived from Opterra’s own contingency and transferred to be under the City’s control and as a costreduction strategy. Detailed terms can be found in the project contract amendment. The portion of the Owner's Contingency that is utilized will increase the contract amount beyond the $59,987.749.00 amount.

Liquidated Damages (LD’s) are typical to construction projects and represent a reasonable estimate of fair compensation for the anticipated losses as a result of Contractor's delays in completing the work. LD’s in the amount of $4,646 per day for up 730 days ($3,391,580.00 maximum) were

established for this project. The LD’s reflect losses arising from the Loss in Energy Savings not recognized due to delays in the completion of the project plus anticipated direct costs for extended construction management/owner’s representative services. The establishment of LD’s limits both the extent of Opterra's liability and the extent of damages for which the City will be paid.

Staff is recommending that the City Council approve the contract to move forward with the Wastewater ECM’s as proposed by Opterra for the following reasons:

Outdated Infrastructure:
• The original 5.5 MGD Primary Trickling Filter Plant has reached its useful service life. This outdated facility is far less energy efficient than the proposed Ox-Ditch wastewater process.

The facility is not capable of processing wastewater to potential future regulatory requirements. Reduced level of treatment results in higher chemical additions, which results in higher treatment costs per million gallons of Effluent Processed per day (MGD). Furthermore, imminent needed repairs are in the $M order of magnitude. • Advantages of updating the facility with a second oxidation ditch are numerous:

1. Lowest capital cost of treatment facilities.

2. Produces excellent quality effluent, as the equipment selected is “best in class”.

3. Can be utilized to remove nitrogen, to comply with future regulatory regulations.

4. It can be easily adapted to install tertiary treatment processes to transform the facility’s effluent from a liability to a commodity.

5. Elimination of Pressurized Gaseous Chorine – highly combustible (hazmat substance) and costly

6. Requires less future staff per MGD as it is relatively easy to operate and maintain; and

7. Estimates show a smaller operational budget per MGD will be required, with less future burden on ratepayers.

Cost-effectiveness and Sustainable Design:

Staff has maintained a consistent expectation over the type of equipment (pumps, controls, etc) and structures to be designed (oxidation ditch, clarifiers, etc) in order to match the time-proven reliability of the current facilities in use (minus the trickling filter plant side to be decommissioned) along with a higher ease and lower cost of maintenance. Staff, along with Carollo, have worked closely with Opterra in establishing an acceptable project scope and best in class equipment specifications in accordance with industry standards.

This project consists of implementing the below six major energy conservation measures while simultaneously upgrading the wastewater processing infrastructure to provide decades of reliable beneficial use. The ECM’s will provide measurable benefits through reduced electrical consumption, operational costs savings, and deferred capital expenses. The noted ECMs are also necessary to replace diminished or worn-out infrastructure that requires continual maintenance, capital investment, or repair to stay operational.

The project’s Energy Conservation Measures (ECMs) or scope includes:

1. An already built 845 kW Solar Photovoltaic System – a ground-mounted solar array to offset the WWTF’s electrical demand and provide long-term utility cost savings;

2. Retrofit of the Existing Oxidation Ditch – Mechanical and process upgrades to increase the rated capacity of the existing Oxidation Ditch Processing Unit to meet a true 4.0 million gallons per day (MGD);

3. New Oxidation Ditch – A parallel process unit that will provide a 4.0 MGD of treatment capacity, replacing the trickling filter processing plant, ensuring redundancy, operational and energy efficiency;

4. Two New Secondary Clarifiers (85-foot diameter) – Enhanced solids separation and improved effluent quality to accommodate higher flow processing as a result of decommissioning the Trickling Filter processing unit;

5. Decommissioning of the Trickling Filter Plant – Removal of the outdated trickling filter system, which consumes substantial electrical power and produces inconsistent effluent quality; and

6. Additional Miscellaneous Facility Improvements – New RAS/WAS pumping systems, chemical storage and treatment systems, and modern instrumentation and controls to optimize process reliability and reduce operational costs.

Cost Reasonableness and Escalation
The project cost was previously determined to be reasonable as was stated in the previous September 16, 2025 staff report. The project cost did increase following completion of the Basis of Design as it was determined that plan changes were needed to meet current hydraulic data requirements plus the flexibility to meet future regulatory requirements. Construction and equipment costs also increased going into the new year, which is why the project cost had increased from the original $63M to $66M as noted above. However, at the conclusion of negotiations, Opterra was able to re-work its costs to yield an overall cost savings of $6.9M as stated above in this report for a final cost of $59,987,749, subject to increases discussed above. This cost also includes construction of the second clarifier.

Cost escalation is difficult to predict due to market volatility, fluctuations, and economic uncertainties.

As detailed later in this report, cost escalation is almost a given and needs to be accounted for.

Though it's ultimately the City Council's decision for what's in the City's best interest, foregoing this work now and all things remaining equal, construction costs will increase.

Opterra Design-Build Team:

Opterra is leading an integrated design-build team comprised of reputable wastewater engineers, construction professionals, and industry-leading equipment suppliers. The core team includes OPTERRA Senior Wastewater Engineers Boyd Gregg and Ravi Bhaskar, along with Project Director Clay Hankinson, collectively bringing more than 50 years of wastewater treatment and infrastructure experience. Pace Engineering will serve as the lead engineering partner and has collaborated successfully with OPTERRA on major wastewater infrastructure and clean energy improvements, including the West County Wastewater District project, as well as projects for the City of Manteca, City of Lathrop, and Mountain House Community Services District. Clark Bros., a Fresno-based contractor with a long history of successful water and wastewater construction projects throughout California, will serve as the primary construction subcontractor and has previously partnered with Pace on the City of Lathrop’s project. OVIVO, a recognized industry leader in oxidation ditch technology, supplied the City of Hanford’s existing oxidation ditch system installed in 2004. That system has provided reliable and effective performance for over two decades.

Next Steps:

If approved, then Staff recommends that City Council direct Staff to return with a Prop 218 Funding Plan that details a Wastewater Rate Fee Study. A NTP will likely not be issued until 1) Prop 218 results have been adopted, and 2) Funding has been acquired. Therefore, Opterra’s NTP is contingent upon successfully passing a Prop 218 Rate Increase and acquisition of project funding.

It’s important to know that Opterra’s contract price is fixed and valid only until May 19, 2026, and it will increase by 0.01075% per day until the City issues the NTP. However, a Limited Notice to Proceed (LNTP) is an option and a way to secure prices. Staff recommends that a LTNP be issued for engineering that would engage Opterra on a time and material basis and be invoiced monthly, while funding is acquired; similar to the LNTP issued for the Solar Project. Engineering costs is approximately $5M and includes PACE developing plans in close coordination with Clark Bros, and Ovivo starting the preparation of shop drawings.

As such, Opterra will be entitled to recover any pre-NTP cost escalations at a rate equal to $4,654.75 per calendar day past the price validity date of May 19, 2026. Cost escalations will be attributable to cost increases in materials, equipment, labor, and subcontracted work until prices are locked down.

Cost escalations will be drawn from the “Owners Contingency” which is separate from the City’s project contingency held outside the contract using WWTP CIP funds. Details for eligible uses of the “Owner Contingency” can be found in the project contract. In the event that the NTP Date does not occur within one hundred eighty (180) days of the Price Validity Date, Opterra shall then be entitled to a Change Order drawn from the City’s project contingency or alternatively, either party can terminate the contract for convenience.

Project Timeline:

The project’s estimated timeline is as follows:

Prop 218 Adjustment Initiated: June 2026
Prop 218 Adjustment Potential Adoption: August 2026
Funding: approximately 4-months (October/November 2026) Design: 9-months
Construction: 24-months
Project completion: 2029

FISCAL IMPACT:

The project’s estimated budget summary therefore is as follows:

Project Cost (Opterra) $59,987,749
City Contribution:
(0361 WWTP/Sewer Fund) (0186 Wastewater
Impact Fees Fund)
($2,000,000)
Construction period Solar Savings ($307,956)
Financing cost $300,000
Construction Period Interest $4,977,302
Owners Contingency $2,500,000
Construction Mgmt (Carollo) $2,691,390
Estimated Amount to be Financed: $68,148,485
Project Contingency
(0361 WWTP/Sewer Fund)
$2,500,000
The project's Notice to Proceed is contingent upon successfully passing a Prop 218 Rate Increase and acquisition of project funding. In the interim, Opterra will be entitled to recover pre-NTP Escalation attributable to materials, equipment, labor, and subcontracted work attributable to its contracted vendors (PACE, Clark Brothers, or Ovivo). Cost escalations can be offset by the issuance of Limited NTP's, which help to lock down prices for specific components of the project.

ATTACHMENTS:

1. Hanford Opterra WWTP EPC Amendment (Final)

1 FIRST AMENDMENT TO

ENGINEERING, PROCUREMENT AND CONSTRUCTION CONTRACT
This First Amendment to Engineering, Procurement and Construction Contract (“Amendment”) is entered into as of ________, 2026 between OPTERRA Energy Services, LLC (“Contractor”) and City of Hanford (“Owner”). Capitalized terms not defined herein shall have the meanings ascribed to them in the Contract.

WHEREAS, Contractor and Owner entered into that certain Engineering, Procurement and Construction Contract dated as of December 16, 2025 (the “Contract”), which provided for the design and installation of a Solar Voltaic Installation. The Contract contemplated that the Scope of Work for the Wastewater Treatment Plant improvements (ECMs 2 through 2F (collectively the “Wastewater ECMs”) would be finalized by amendment;
WHEREAS, Contractor prepared the Baseline Design Documents (defined below) reflecting approximately forty percent (40%) design development, with a corresponding cost accuracy;
WHEREAS, Contractor and Owner negotiated this Amendment with the express understanding that certain costs arising from (i) development of the Baseline Design Documents to one hundred percent (100%) Issued for Construction (“IFC”) documents, and (ii) escalations in cost prior to the Wastewater NTP Date, would be funded through the Owner’s Contingency (defined below) and would not be treated as Contractor’s risk or as standard Change Orders under the Contract.

THEREFORE, Owner and Contractor wish to amend the Contract as set forth herein.

A. Amendments to the Contract. The Contract is hereby amended as follows:

1. Section 1.1 of the Contract is AMENDED as follows:
a. ADD the following definitions:
i. “Baseline Design Documents” means the drawings, specifications, process flow diagrams, and other design documents listed in Exhibit K to the Contract, which is added and incorporated by this Amendment. The Baseline Design Documents represent approximately forty percent (40%) design development of the Wastewater ECMs and form the basis upon which the price for the Wastewater ECMs was established. In the event of a conflict between the Basis of Design and other the Baseline Design Documents, the Basis of Design shall govern with respect to performance requirements and other Baseline Design Documents, exclusive of the Basis of Design, shall govern with respect to the pricing baseline and the allocation of design development cost risk set forth herein.
ii. “Design Development Change” means a cost impact to Contractor for items that reasonably arise from the development of the Baseline Design Documents to 100% IFC documents such as (1) material changes in character,

2 sizing, quantity or type of equipment or material; (2) material changes in routing or elevation; or (3) addition of new systems or major components required by engineering, field, or regulatory conditions that materially change the design approach and were not reasonably inferable at the time of pricing, excluding customary components required for a complete and operable system. A Design Development Change does not include any item that constitutes a Scope Change (defined below).
“iii. “Third-Party Costs” means Forty-Three Million Three Hundred Thousand Dollars ($43,300,000.00).
“Owner’s Contingency” means the fund described in Section 8A of the Contract (added by this Amendment), established by Owner in the amount of Two Million Five Hundred Thousand Dollars ($2,500,000.00), which is available for the purposes set forth in this Amendment and is separate from and in addition to the Contract Price.
iv. “Owner’s Contingency Draw” means allowable draws from the Owner Contingency pursuant to Article 8A.
v. “Pre-NTP Escalation” means a cost impact to the Contractor arising from price inflation during the period from the Price Validity Date until Wastewater NTP Date, as calculated in accordance with Section 8A.9. vi. “Scope Change” means any addition to, deletion from, or modification of the Wastewater ECMs Scope of Work that entitles Contractor to a Change Order, other than a Design Development Change. For the avoidance of doubt, “Scope Changes” includes Owner-Requested Changes, Differing Site Conditions, and Contractor-Required Changes, as described in the Contract.

Scope Changes are governed exclusively by Article 8 of the Contract. vii. “Unprocured Contract Value” means, as of any given date, the portion of the Third-Party Costs attributable to materials, equipment, labor, and subcontracted work, for which Contractor has not yet been authorized by Owner, via a limited notice to proceed (“LNTP”), to proceed with the Work or execute binding purchase order(s), subcontract(s) or supply agreement(s). viii. “Value Engineering” means a formal written proposal submitted by Contractor to Owner proposing the substitution of a specific material, equipment item, system, or design approach that is expressly depicted, specified, or identified by name or type in the Baseline Design Documents with an alternative material, equipment item, system, or design approach. ix. “Wastewater ECM Design Warranty Period” has the meaning set forth in Section 11.1(a)(iv).
x. “Wastewater NTP Date” means the date the Wastewater Notice to Proceed is issued by Owner.

3 b. MODIFY the following definitions:
i. “Contract Price” means Fifty-Nine Million, Nine Hundred EightySeven Thousand, Seven Hundred Forty-Nine Dollars ($59,987,749.00), as the same may be modified from time to time pursuant to Change Orders. The portion of the Contract Price attributable to the Wastewater ECMs is Fifty-Seven Million Thirteen Thousand Two Hundred Twenty-Eight Dollars ($57,013,228.00).

2. The following is ADDED as Section 2.1(g) to the Contract:

The Parties acknowledge and agree that if the Project does not achieve Substantial Completion within the time set forth in the Project Schedule (as may be adjusted in accordance with the terms of the Contract) (the “LD Start Date”), Owner will suffer damages that are both extremely difficult and impracticable to ascertain. Therefore, the Parties agree that liquidated damages in the amount of Four Thousand Six Hundred Forty-Six Dollars ($4,646.00) per day shall apply for failure to achieve Substantial Completion by the LD Start Date.

Payment of liquidated damages represents a reasonable estimate of fair compensation for the losses that reasonably may be anticipated as a result of Contractor's delays in completing the work. The Parties acknowledge and agree that this liquidated damages provision will be Owner's sole remedy for delay damages caused by Contractor's failure to achieve Substantial Completion of the Project by the LD Start Date, as may be adjusted in accordance with the terms of the Contract.

In no event shall Opterra’s liability for liquidated damages exceed the Maximum Liquidated Damages Cap of Three Million, Three Hundred Ninety-One Thousand, Five Hundred Eighty Dollars ($3,391,580.00), regardless of the time it takes to achieve Substantial Completion of the Project.

3. The following section is ADDED to Section 5.4 of the Contract:
(f) provide field office/construction trailer(s), temporary utilities, site security, laydown, staging, and storage areas, temporary fencing, and dust control measures.

4. Section 6.2 of the Contract is DELETED AND REPLACED as follows:

Value Engineering. Owner encourages Contractor to develop Value Engineering proposals when new approaches result in construction cost savings that represent a benefit to Owner’s wastewater utility ratepayers. A Value Engineering proposal shall identify: (i) the specific element proposed for substitution and its location in the Baseline Design Documents; (ii) the proposed substitute and the basis for Contractor's determination of performance equivalence or superiority; (iii) the estimated net cost savings; and (iv) any impact on the Project Schedule. Value Engineering proposals require Owner's prior written approval prior to implementation. Upon Owner's approval of a Value Engineering proposal, the net cost savings resulting therefrom shall be shared equally between Owner and Contractor, with Owner's share applied as a credit to the Contract Price and Contractor's share retained by Contractor. For the

4 avoidance of doubt, Value Engineering shall not include any proposal for which Owner's approval is not sought in advance, any substitution required by Applicable Law or a Governmental Authority, or any substitution necessitated by material unavailability or supply chain conditions, which shall be addressed through the Change Order provisions of Article 8 of the Contract.

5. Section 8.6 of the Contract is MODIFIED by adding the following sentence at the end of the provision:

The Parties agree that any Change priced on a Time and Material Basis shall include eighteen percent (18%) markup for Contractor’s overhead and profit.

6. The following section is ADDED to the Contract as Article 8A to the Contract:

ARTICLE 8A - Owner Contingency
8A.1 Establishment of Owner’s Contingency. Owner shall establish the Owner’s Contingency in the amount of Two Million Five Hundred Thousand Dollars ($2,500,000.00). The Owner’s Contingency is a finite fund and represents the total amount available for the purposes described in Section 8A.2. 8A.2 Eligible Uses of Owner’s Contingency. Subject to the procedures set forth in Section 8A.4, and the limitations set forth in Section 8A.6, the Owner’s Contingency is available for the following categories of cost:
a. Design Development Changes. Costs arising from Design Development Changes.
b. Pre-NTP Escalation. Costs arising from Pre-NTP Escalation. 8A.3 Reserved.
8A.4 Remaining Balance. Any balance not subject to a Draw Request that is remaining in the Owner’s Contingency upon the later of (i) issuance of the Applicable Permits required for construction of the Wastewater ECMs, or (ii) issuance of the Wastewater NTP shall be retained by Owner.
8A.5 Owner’s Contingency Draw Procedure. Contractor and Owner shall follow the procedures described in this Section 8A.5 when processing an Owner’s Contingency Draw
8A.5.1 Owner’s Contingency Draw Request for Design Development Change.

Within thirty (30) days following either (i) a Design Development Change with a cost exceeding Fifty Thousand Dollars ($50,000), or b) the end of any month in which one or more Design Development Changes occur, Contractor shall submit an Owner’s Contingency Draw Request including:

5 a. A brief narrative describing the Design Development Change and its impact to cost and/or schedule;
b. A summary of incremental costs incurred or to be incurred, broken down by major cost category (e.g., labor, equipment, materials, subcontractors), associated with the Design Development Change;
c. Supporting documentation reasonably sufficient to substantiate the cost increase of the Design Development Change;
d. A certification that the costs represent actual or committed cost increases attributable to the Design Development Change.

Notwithstanding the foregoing, Contractor shall not be required to provide full openbook pricing, detailed cost build-ups, internal estimating data, or proprietary financial information. Pricing may be provided in summary form consistent with Contractor’s standard commercial practices, which will contain, at a minimum, a cost breakdown itemizing labor, equipment and materials. Contractor agrees that the cost increase of the Design Development Change(s) will not include profit or overhead of Contractor. 8A.5.2 Owner’s Contingency Draw Request for Pre-NTP Escalation. Within thirty (30) days following (i) the issuance of any LNTP impacting the Unprocured Contract Value (if any), and (ii) the Wastewater NTP Date, Contractor shall provide an Owner’s Contingency Draw Request for the value of the Pre-NTP Escalation calculated pursuant to the provisions of 8A.8.
8A.5.3 Approval of Owner’s Contingency Draw Request. Owner shall review and respond to an Owner’s Contingency Draw Request within ten (10) business days of receipt. Owner may either (i) approve the request, (ii) approve with reasonable comments, or (iii) identify specific, good-faith objections to discrete items. 8A.5.4 Payment of Owner’s Contingency Draw Request. Approved Owner’s Contingency Draw Requests shall be incorporated into the Schedule of Values, included in progress payment applications, and paid in accordance with the payment terms set forth in the Contract, without requiring execution of a formal Change Order as a condition of payment.
8A.5.5 Dispute of Owner’s Contingency Draw Request. If Owner disputes any portion of an Owner’s Contingency Draw Request, Owner shall pay the undisputed portion, and the Parties shall continue to work in good faith to resolve the disputed portion.
8A.5.7 Recording of Owner’s Contingency Draw. Upon final agreement of scope and cost, any Owner’s Contingency Draw will be memorialized in a formal Change Order for administrative purposes; however, such documentation shall not be a condition precedent to payment.

6 8A.6 Relationship to Change Orders. Owner’s Contingency Draws do not constitute standard Change Orders. The Owner’s Contingency is a separate and distinct funding source from the Change Order process. Scope Changes shall be processed exclusively as Change Orders and the Owner’s Contingency shall not be used, drawn upon, or reduced in connection therewith.
8A.7 Basis of Design – Interpretation. The Basis of Design established the plant performance requirements and shall be interpreted as a performance specification establishing the outcomes the Wastewater ECMs are intended to achieve, not as a prescriptive design document establishing the means, methods, component sizing, equipment selection, or routing by which those outcomes shall be achieved. Subject to compliance with these performance specifications, Contractor retains full design discretion with respect to all design elements not specifically prescribed in the Basis of Design. The Basis of Design shall not be used by either Party to establish what Contractor should have anticipated, priced, or included in the Contract Price with respect to specific design elements, component sizing, system configuration, or routing not depicted in the Baseline Design Documents. The sole reference point for pricing baseline purposes is the Baseline Design Documents, exclusive of the Basis of Design. To the extent that satisfying the Basis of Design performance requirements necessitates a deviation from the Baseline Design Documents that results in a cost impact, such cost impact shall be funded from the Owner’s Contingency.

Notwithstanding the provisions contained herein, Contractor is not relieved from liability arising from Contractor’s failure to adhere to the Basis of Design in its completion of the Baseline Design documents and IFC documents, and the Owner’s Contingency will not be utilized to correct a Contractor error or omission that causes a Baseline Design Document or IFC document to deviate from the Basis of Design.

For purposes of determining a Design Development Change, conflicts, ambiguities or discrepancies among the Baseline Design Documents the documents shall govern in the order they are listed in Exhibit K.
8A.8 Pre-NTP Escalation.
8A.8.1 Price Validity Date. The portion of the Contract Price for the Wastewater ECMs set forth in this Amendment is fixed and valid until May 19, 2026 (“Price Validity Date”).
8A.8.2 Entitlement to Pre-NTP Escalation Owner’s Contingency Draw. If the Wastewater NTP Date does not occur on or prior to the Price Validity Date, Contractor shall be entitled to an Owner’s Contingency Draw for the cost of PreNTP Escalation on the Unprocured Contract Value calculated in accordance with Section 8A.8.3. The Owner’s Contingency Draw for Pre-NTP Escalation shall be applied against the balance of the Owner’s Contingency. In the event that the Wastewater NTP Date does not occur within one hundred eighty (180) days of the Price Validity Date, (i) Contractor shall be entitled to a Change Order (as opposed to an Owner’s Contingency Draw) for any further price increases, or (ii) either Party can terminate the Contract for convenience and the provisions of Section 14.4 of the

7 Contract shall apply to such termination.
8A.8.3 Calculation of Pre-NTP Escalation Amount. The escalation adjustment for Owner’s Contingency Draws for Pre-NTP Escalation shall be equal to

0.01075% per calendar day, applied to the daily Unprocured Contract Value for each day by which the Wastewater NTP Date exceeds the Price Validity Date. 8A.8.4 Procured Items by LNTP. In the event that, prior to the Wastewater NTP Date, Owner issues any LNTP(s) for a portion of the Wastewater ECMs Scope of Work, the portion of the Contract Price for the Work authorized by such LNTP shall be subtracted from the Unprocured Contract Value on the date of issuance of such LNTP.

7. The following section is ADDED to the Contract:
“Section 11.1(a)(iv). Notwithstanding anything to the contrary in this Section 11.1(a), commencing on the date of Substantial Completion of the final Wastewater ECM to reach Substantial Completion, and for a period of one (1) year thereafter (the “Wastewater ECM Design Warranty Period”), Contractor warrants that the Wastewater ECMs will be free from defects in design and engineering, except to the extent any such defects in design or engineering are covered by any Manufacturer’s Warranty.” For the avoidance of doubt, the Wastewater ECM Design Warranty Period extends the Warranty Period solely on the design of the Wastewater ECMs.

The Warranty Period on the Solar Scope and the Warranty Period on the workmanship and materials of the Wastewater ECMs shall remain as defined in Section 11.1(a)(i).

8. The attached Exhibit B, Wastewater Treatment Plant Upgrades is ADDED to the Contract as Section 2 to Exhibit B, Scope of Work.

9. The attached Exhibit B-2, Basis of Design is ADDED to the Contract.

10. Exhibit E, M&V Services is hereby AMENDED by replacing the definition of “M&V Commencement Date” with the following: ““M&V Commencement Date” means the first day of the month immediately following Substantial Completion of the Solar Scope.”

11. The attached Exhibit E-2, Wastewater M&V Services is ADDED to the Contract.

12. The attached Exhibit G, Spare Parts List is ADDED to the Contract.

13. The attached Exhibit H, Preliminary Drawings is ADDED to the Contract.

14. The attached Exhibit I, Geotechnical Report is ADDED to the Contract.

15. The attached Exhibit J, BioWin Modeling Summary is ADDED to the Contract.

16. The attached Exhibit K, Baseline Design Documents, is ADDED to the Contract.

8 B. ADDITIONAL PROVISIONS.

B.1 No Other Changes. Except as set forth in this Amendment, no other modifications are being made to the Contract, and the Contract shall remain in full force and effect.

B.2 Counterparts. This Amendment may be executed in multiple counterparts, and counterpart signature pages may be assembled to form a single, fully executed document.

OPTERRA Energy Services, LLC
By:

Name:

Title:

City of Hanford
By:

Name:

Title:

EXHIBIT B

1. Wastewater Treatment Plant Upgrades

1.1. INTRODUCTION

1.1.1. The Wastewater Treatment Plant Upgrades will consist of materials, labor, design, permitting, and incidentals to install the following systems at the wastewater treatment plant (each a “System”) in accordance with the Basis of Design Report:

1.1.1.1. Modify Influent Splitter Box

1.1.1.2. Upgrade Existing Oxidation Ditch

1.1.1.3. Install New Oxidation Ditch

1.1.1.4. Modify Clarifier Splitter Box

1.1.1.5. Two New Secondary Clarifiers

1.1.1.6. New RAS/WAS Pumps

1.1.1.7. RAS Flow Control

1.1.1.8. New Chemical Storage and Treatment System

1.1.1.9. Electrical, Instrumentation, and Controls

1.1.2. Contractor will accommodate Owner’s standard operation during the implementation of the scope and Owner will accommodate Contractor’s need for occasional disruptions to normal operation during power shutdowns and other essential activities. Both parties will work in collaboration to ensure Owner operations and personnel are disrupted as little as possible and Contractor is able to maintain schedule with minimal interruption through the construction process.

1.1.3. Owner has engaged a third-party Owner’s Agent for the Wastewater Treatment Plant upgrades.

Owner’s Agent scope of work shall include review of Design Drawings, Field Changes, and Submittals.

1.2. Definitions
“Major Subcontractor” means subcontractor with a total agreement value greater than twohundred and fifty thousand dollars.

1.3. GENERAL

1.3.1. Glossary of Terms
Abbreviation Expansion
ADA Americans with Disabilities Act
AADF Average Annual Daily Flow
AHJ Authority Having Jurisdiction
RWQCB Regional Water Quality Control Board
BOD Biochemical Oxygen Demand
BTU/hr British Thermal Units per hour
CEPT Chemically Enhanced Primary Treatment
CHP Combined Heat and Power
CMU Concrete Masonry Unit

Abbreviation Expansion
CO Carbon Monoxide
CRI Color Rendering Index
dBA A-weighted decibels
DO Dissolved Oxygen
g/bhp-hr Grams per brake horsepower-hour
GFCI Ground-Fault Circuit Interrupter
gph Gallons per hour
gpm Gallons per minute
HMI Human Machine Interface
HP Horsepower
I/O Input/Output
kW Kilowatt
LOTO Lockout/Tagout
MCC Motor Control Center
mg/L milligrams per Liter
Mgd Millions of gallons per day
mL milliliters
MMBTU Million British Thermal Units
NOx Oxides of Oxygen
NPDES National Pollutant Discharge Elimination System
OCPD Overcurrent Protective Device
PLC Programmable Logic Controller
ppm Parts per million (liquids)
ppmv Parts Per Million by Volume
psig Pounds per square inch gauge
PV Photovoltaic
QCP Quality Control Plan
RAS Return Activated Sludge
RVAT Reduced Voltage Autotransformer
SCADA Supervisory Control and Data Acquisition
scfm Standard cubic feet per minute
SRT Solids Retention Time
TSS Total Suspended Solids
UL Underwriter’s laboratory
UPS Uninterruptible Power Supply

Abbreviation Expansion
VFD Variable frequency drive
VOC Volatile Organic Compounds
WAS Waste Activated Sludge

1.3.2. Owner will retain ownership of rebates, incentives, and tax benefits.

1.3.3. Contractor performed a Geotech study on September 26th, 2023 by ENGEO Inc. The results of that study were used to inform the structural and civil engineering design as shown in Exhibit H – Preliminary Drawings

1.3.4. A copy of the final Geotech study is also attached in Exhibit I – Geotechnical Report

1.3.5. The Scope of Work does not include ADA upgrades or other related work.

1.3.6. Contractor will provide Civil, Geotechnical, and Structural engineering analysis and documentation, stamped and signed by a Civil or Structural Engineer registered in the State of California, certifying that the structures can support loads resulting from local applicable seismic and wind-load activity.

Calculations will be provided to justify the current submission.

1.3.7. Provide facility process flow diagram, Waste Discharge Report, and documentation for the facility upgrade including appropriate alarming, automation, and required redundancy per the California Code.

Submit an updated Waste Discharge Report to the RWQCB for comment and presentation.

1.3.8. Contractor is responsible for commissioning systems per manufacturer’s requirements and providing documentation of proper operation (See Acceptance Testing requirements provided herein).

1.3.9. Provide spare parts as listed in Exhibit G – Spare Parts List

1.4. DESIGN DOCUMENTS AND SUBMITTALS - Contractor will submit the following submittals to Owner:

1.4.1. Basis of Design – The Basis of Design is attached hereto as Exhibit B-2. Contractor shall provide to Owner any changes to the Basis of Design.

1.4.2. Equipment Submittals (Multiple) – Contractor shall provide submittals for major equipment and instrumentation including applicable sizing, make and model, and in-place descriptions. This will be done in multiple submittals.

1.4.2.1. Initial Design Drawings and Technical Specifications – Contractor will update progress design package as shown Exhibit H - Preliminary Drawings within 120 days of execution of this agreement. The parties shall modify this agreement to include the updated Exhibits as replacements to supersede the current Exhibit via a no cost change order. Contractor shall submit design drawings and technical specifications to a design level of nominally 60 percent completion. This submittal shall include sufficient information to demonstrate compliance with the requirements of the Contract, demonstrate constructability, and sufficiently define operational requirements including control narratives for each new unit process or unit operation modification. Design drawings shall be provided as PDFs. The Design Submission will be broken into two separate packages as described below.

1.4.2.1.1. Civil and Structural Package:

1.4.2.1.1.1. Provide civil and structural design plans including general, civil, and structural for the retrofit of the existing and new facilities.

1.4.2.1.1.2. Structural calculations to be included.

1.4.2.1.1.3. Design package to incorporate site survey activities onsite as well as geotechnical investigations.

1.4.2.1.2. Mechanical/Electrical/Plumbing (MEP) Package:

1.4.2.1.2.1. Provide MEP design plans including general, mechanical, plumbing and HVAC,

electrical, and process and instrumentation for the retrofit of the existing and new facilities.

1.4.3. Construction Drawings and Technical Specifications - Contractor shall submit Construction drawings and technical specifications to a design level of nominally 90 percent completion for each construction package identified in the Initial Design Submission. Construction drawings shall be provided as PDFs. Construction Drawings and Technical Specifications will be signed and sealed by the EOR.

1.4.4. Site Logistics Plan – Contractor shall submit a plan during Construction Drawings phase that includes the following:

1.4.4.1. Construction schedule, including regulatory permits, applications and approvals.

1.4.4.2. Laydown and staging work areas.

1.4.4.3. Materials and equipment storage areas.

1.4.4.4. Traffic patterns.

1.4.5. Staffing/Key Personnel Plan – Contractor shall submit a plan inclusive of major subcontractors that includes an organizational chart, lines of communication and contact information for relevant personnel.

1.4.6. Quality Control Plan (QCP) – Contractor shall submit a QCP as described in Sections 1.6 and 1.7.

1.4.7. Permits (Multiple) – Contractor shall provide copies of permits obtained by Contractor and its subcontractors for completion of the Work. This will be done in several submittals. Permits will include Owner plan check permits for construction including required review from building department, fire and planning.

1.4.8. Regional Water Quality Control Board Coordination

1.4.8.1. Provide facility process flow diagrams and Waste Discharge Report to be submitted to RWQCB for comment and presentation.

1.4.8.2. Meet with RWQCB to discuss questions and comments

1.4.8.3. Provide edits to the report and incorporate comments into the final design package.

1.4.8.4. Waste Discharge Report to include appropriate alarming, automation and required redundancy per applicable code requirements.

1.4.9. O&M Manuals – Contractor will provide O&M manuals for operation of the new systems installed inplace, and as programmed by Contractor to satisfy the requirements of the Contract in electronic form as PDFs. These documents will be provided before Final Completion.

1.4.10. Standard Operating Procedure Manual – Contractor will provide a standard operating procedure (SOP) manual for operation of the new systems. This document will be provided in electronic form as a PDF and DOCX format. This document will be provided before Final Completion.

1.4.11. Short Circuit, Protective Device Coordination, and Arc Flash Study

1.4.11.1. Data Collection and Evaluation

1.4.11.1.1. Contractor will visit locations and gather system data from documentation, existing as-built drawings and specifications, preventative maintenance inspections and reports, equipment datasheets and operations and maintenance manuals, and equipment test reports. Owner will provide relay settings and assist in coordinating necessary shutdowns and lock-out/tag-out.

1.4.11.1.2. Owner will provide an electrician to support Contractor’s engineer in the field data collection through opening up panels, de-energizing equipment, and coordinating the operators in the field. Job safety plans and briefings will be utilized for field verifications.

1.4.11.2. Power System Model

1.4.11.2.1. Contractor will utilize SKM Power Tools and will create a model of the plant directly from the field data collection. Equipment information from data collection will be input into the arc flash software model, some of which will be shown as data blocks for each equipment shown on the single-line diagram models.

1.4.11.3. Short Circuit Analysis

1.4.11.3.1. Short circuit and ground fault calculations will be performed on each model and output data tables will be created indicating fault locations and available short circuit and ground fault current values at each location.

Comparisons will then be made between existing equipment and the calculated fault output data to determine whether equipment ratings may be exceeded and whether further action needs to be taken.

1.4.11.4. Overcurrent Protective Device Coordination Analysis

1.4.11.4.1. Using the arc flash software, time-current curves will be plotted for each device (circuit breakers, fuses, overloads, relays), including fault current levels, cable and transformer equipment damage curves, motor starting curves, and a single-line diagram of the equipment being analyzed. Each curve will be analyzed to determine if the existing devices provide coordination, protect downstream equipment, maintain service continuity, and operate with the necessary trip times. Where device issues/damage/loss of service occur or incident energy levels are above 12 cal/cm2, Contractor will recommend device setting adjustments or other modifications.

1.4.11.5. Calculations

1.4.11.5.1. The SKM Power Tools evaluation module will be set to provide calculations in accordance with the IEEE Standard 1584-2018, which includes bus bar configurations and box enclosure dimensions. Arc flash calculations will be performed on each site model, and evaluation tables will be developed to include each system bus, including fault currents, trip times, arc flash boundaries, working distances, incident energy levels, and recommended PPE levels per NFPA 70E. Calculations will be run for all modes of operation to determine the highest incident energy and arc flash boundary result for each site location. Where arc flash energy levels exceed 12 cal/cm2, recommendations will be developed to reduce incident energy levels where possible.

1.4.11.6. Reports

1.4.11.6.1. Contractor will provide closeout deliverables, including final reports for the treatment plant, including all assumptions, findings, data collection results, diagrams, evaluation tables, mitigation measures, arc-flash labels, and backups of all software model native files. Any potential safety issues not noted elsewhere in the report will be provided.

1.4.11.7. Arc Flash Incident Energy Labels

1.4.11.7.1. Contractor will produce arc flash labels that comply with NEC Article 110.16 or custom labels. The labels will be affixed to equipment at each site and will include arc flash incident energy levels, arc flash boundaries, limited approach boundaries, restricted approach boundaries, shock hazards, working distances, and recommended PPE requirements.

1.4.12. As-Built Drawings – Contractor shall provide Owner with a set of as-built drawings in PDF and DWG, correct per the final placement of the equipment and new facilities. These documents will be provided before Final Completion.

1.4.13. Design Review Process – Contractor will utilize the Construction Management Software, Procore, for submission, review, and tracking of design and construction documents that require Owner’s input. Below are the actions Owner can make on submitted documents in Procore:

1.4.13.1. Approved – The document details are accepted by Owner and further changes to the submittal by Owner will result in a cost and time-based Change to the Scope of Work. If any errors or omissions are later found in the submittal, Contractor will rectify, free of charge, any issues caused by that error or omissions to the mutual satisfaction of both Parties.

1.4.13.2. Approved as Noted – The document details are accepted by the Owner with minor comments that need to be addressed. If Contractor agrees with the comments, the submittal will move forward as identified in the response. If Contractor objects to one, or more, of the comment(s), Contractor will schedule a meeting with The Owner to review comments and come to a mutual resolution for how to proceed. If any errors or omissions are later found in the submittal, Contractor will rectify, free of charge, any issues caused by that error or omissions to the mutual satisfaction of both Parties.

1.4.13.3. For Record Only – Owner finds the submittal without error and meeting the relevant system requirements as defined in Exhibit B, Scope of Work. However, Owner does not validate or approve that the submittal will meet the performance metrics or system description metrics as defined in Part 8 or the equipment specifications in Part 6. Changes in the submittal after approval that do not meet the performance metrics or system description metrics or equipment specifications in Part 6, will be rectified, free of charge, to the mutual satisfaction of both parties. Any other Changes to the submittal by the Owner will allow Contractor to submit a cost Change Order and/or allow them to extend the date of Substantial Completions affected by the submittal.

1.4.13.4. Revise and Resubmit – The document details are not acceptable to Owner.

Contractor will review the comments and proceed in one of the two following methods:

1.4.13.4.1. Contractor does not object to the comments, and will revise the submittal documentation and resubmit to Owner.

1.4.13.4.2. Contractor objects to one, or more, of the comment(s) – Contractor will schedule a meeting with Owner to review comments and come to a mutual resolution for how to proceed.

1.4.13.5. Once the submittal is Approved or acknowledged by Owner, Contractor will move forward with the resulting action. Any delays in the prior submittals will cause delay in each of the following submittals and will lead to a delay in the Substantial Completion Date related to the submittals effected by the Change.

1.5. QUALITY ASSURANCE

1.5.1. Equipment shall be certified by Underwriter Laboratories (“UL”) or shall be comprised of UL listed components or in cases where a UL listed component is not available, the component shall be listed by another OSHA recognized National Recognized Testing Laboratory (“NRTL”).

1.5.2. Installations shall meet or exceed Cal-OSHA requirements for equipment access.

1.6. GENERAL SPECIFICATIONS

1.6.1. General

1.6.1.1. The General Specifications apply to items in section 1.8, Detailed Specifications.

1.6.1.2. The installations shall be completed in a “workman-like manner.” The areas shall be kept clean

and free of obstructions at all times.

1.6.1.3. The installations shall be completed per each manufacturer’s installation manual.

1.6.1.4. Components are to be new and direct from the manufacturer; no used or refurbished materials are permitted.

1.6.1.5. Equipment, materials, electrical boxes, concrete, motors, controllers, pumps, etc., shall be designed to withstand the environment to which they are exposed, and shall have consistent design standards as the existing plant installation, unless identified otherwise in the scope of work.

1.6.1.6. Demolition is included, as required, to complete the Project. Demolished items, equipment, and structures shall be disposed of offsite. Items that are not required to be removed to complete the Scope of Work, including underground utilities, will be abandoned in place, and shall have all connections, piping, controls, miscellaneous equipment, etc., capped, sanded, and patched.

1.6.1.7. Soils will remain onsite and no allowance has been included for disposal of existing soils or importing of additional soil to the site.

1.6.1.8. System switching and metering equipment shall have convenient access for resetting or repair during electrical outages, and regular monitoring for data retrieval.

1.6.1.9. Ensure that equipment and materials fit properly in their installations.

1.6.1.10. Electrical connections and terminations shall be fully tightened, secured, and strain relieved as appropriate.

1.6.1.11. Dissimilar materials should be isolated from one another using non-conductive shims, washers, or other methods.

1.6.1.12. Materials, equipment, or workmanship that is found defective, based on the acceptance tests or for any other reason, shall be reported to Owner. Defective material, equipment, and workmanship shall be replaced.

1.6.1.13. Electrical equipment shall be rated for the current and voltage ratings necessary for the application.

1.6.1.14. Required over-current protection devices will be included and accessible for maintenance. Each shall have trip ratings no greater than the de-rated amperage of the conductor it protects.

1.6.1.15. Drainage – The construction shall not adversely affect water drainage.

1.6.1.16. Contractor to provide first fills for the chemical feed systems to allow for startup. All additional chemicals required for the operation of the chemical feed systems shall be provided by Owner.

1.6.2. Quality Control and System Testing:

1.6.2.1. For each system a Quality Control Plan (QCP) shall identify item/system to be tested, exact test(s) to be performed, measured parameters, inspection/testing organization, and the stage of construction development when tests are to be performed. The QCP is intended to document those inspections and tests necessary to assure Owner that product delivery, quality and performance are as required. Results from tests and inspections shall be submitted within two weeks of performing the tests and inspections.

1.6.2.2. Owner Witness: Inspections and tests, to verify documented contract assumptions, to establish work accomplishment, or to certify performance attainment may be witnessed by the Owner.

Contractor shall provide a minimum of three days notice for tests that require Owner witness.

1.6.2.3. Documentation: Inspections/tests required in the QCP shall result in a written record of data/observations. Contractor shall provide electronic copies of documents containing all test reports/findings. Test results shall typically include item/system tested, location, date of test, test parameters/measured data, state of construction completion, operating mode, parties present, test equipment description and measurement technique.

1.6.2.4. Owner is responsible for hiring and paying for all inspectors, site testing (including geotechnical observations, special inspections, material testing, and concrete tests) and laboratory testing.

1.6.3. Variable Frequency Drives (VFD)

1.6.3.1. This VFD specification applies to all VFDs.

1.6.3.2. The make shall be Schnieder, or approved equal.

1.6.3.3. Modular design with access from the front for ease of maintenance.

1.6.3.4. Must meet applicable requirements of ANSI, IEEE, NEMA, and NEC.

1.6.3.5. Full load rating of the VFD shall be designed for the motor, and not be less than the motor HP with the service factor of 1.0 with a 10% overload capacity.

1.6.3.6. Include offset, slope, minimum clamp, separate acceleration, and deceleration adjustments from 1.5 to 15 sec.

1.6.3.7. Provide for speed input for manual speed control, startup and maintenance.

1.6.3.8. Minimum Power Factor of 0.95.

1.6.3.9. Frequency accuracy of +/- 1% of any setpoint.

1.6.3.10. Minimum efficiency of 95% at 100% load and 95% at 50% load.

1.6.3.11. Adjustable ramp time of 0.1 to 999 seconds.

1.6.3.12. Programming shall be adjustable from a digital operator keypad located in the door of the VFD and shall be integrated into the site’s existing control system with full functionality.

1.6.3.13. At VFD: local/remote selector capability, power on indication, fail indication, start/stop functionality running indication output current indication, output frequency indication, and motor RPM indication. Information is transmitted to/from plant control system for the following functionalities: control and indication: local/remote selector capability, fail indication, start/stop functionality running indication output current indication, output frequency indication, motor RPM indication. Power draw is displayed on Plant HMI.

1.6.3.14. VFD Protective Features:

1.6.3.14.1. Instantaneous overcurrent trip shutdown at 180%.

1.6.3.14.2. Under-voltage protection with auto restart.

1.6.3.14.3. Thermal magnetic circuit breaker labeled in accordance with UL standard 489.

1.6.3.14.4. Output phase sequence is to be independent of input phase sequence.

1.6.3.14.5. Phase loss protection.

1.6.3.14.6. Anti-regenerative circuit to protect the inverter from deceleration.

1.6.3.14.7. Electrically isolated low voltage logic.

1.6.3.14.8. Transistor over-temperature and overcurrent protection.

1.6.3.14.9. Current limit comparator circuit to automatically phase back output current and frequency to prevent excessive currents from damaging motor insulation.

1.6.3.14.10. Adjustable overspeed protection.

1.6.3.14.11. DC bus protection through amperage and voltage trips.

1.6.3.14.12. MOV surge protection.

1.6.3.15. Start Up:

1.6.3.15.1. Validate motor speed at 50%, 75% and 100% frequency.

1.6.4. Motors

1.6.4.1. The motor specification applies to all motors.

1.6.4.2. Motors shall be designed to operate the connected loads at the designated speeds without exceeding nameplate ratings.

1.6.4.3. Motors shall have copper windings.

1.6.4.4. Motors shall be Totally Enclosed Fan Cooled (TEFC), unless otherwise specified.

1.6.4.5. All motors shall be Premium Efficiency as currently designated by the National Electric Manufacturers Association (NEMA).

1.6.4.6. Motors shall be designed for the specific environment and application for which they will be installed.

1.6.4.7. Motor efficiency shall be tested per one of the following methods:

1.6.4.7.1. Minimum Service Factor of 1.15.

1.6.4.7.2. Not to exceed Class B temperature rise for continuous operation at the specified speed and load.

1.6.4.8. Start Up:

1.6.4.8.1. Ensure proper motor alignment and balancing via testing equipment designed for the purpose.

1.6.4.8.2. Conduct insulation resistance testing on all motors larger than 25 HP. Each phase shall be tested separately. The results of each test shall be recorded and provided to Owner.

1.7. SCOPE SPECIFICATION AND PRICING

1.7.1. Pricing:

1.7.1.1. The price to procure and install scopes detailed in Section 1.8 is directly based on Exhibit H – Preliminary Drawings. Any Owner directed changes to Exhibit H that would not otherwise be required to satisfy section 1.6 requirements during final engineering shall result in a price and/or schedule adjustment.

1.8. DETAILED SPECIFICATIONS
Each system below includes performance metrics, and Contractor agrees that each system shall meet, or exceed, these performance metrics. If the equipment specifications detailed below do not meet their related performance metrics, Contractor shall make changes to them at their cost. Similarly, The Owner shall not require any changes to equipment specifications detailed below as long as each system’s related performance metrics and all other Contract terms are met. The installation of each system will include all equipment, instrumentation, piping, controls, programming, wiring, electric boxes, and other ancillary equipment, workmanship, and other work necessary for the systems to operate as designed.

The descriptions below further describe the work and equipment required to satisfy the terms and conditions of this Contract but may not completely describe all work necessary to satisfy the terms and conditions of this Contract. If any of the equipment, number of units, sizing, work descriptions, and other details below cannot meet the Performance Metrics Contractor shall make the necessary changes to meet the Performance Metrics at their cost.

1.8.1. Modify Existing Influent Splitter Box

1.8.1.1. Install modifications to influent splitter box to split flow between existing and new oxidation

ditches. The center cell of the existing influent splitter box will be used temporarily while the trickling filter side of the plant is in operation.

1.8.2. Upgrade Existing Oxidation Ditch

1.8.2.1. The existing oxidation ditch is rated for an AADF of 3.0 MGD. Replace existing instrumentation and equipment with the instrumentation and equipment listed below to increase the rated capacity to an AADF of 3.4 MGD.

1.8.2.2. The biological nutrient removal system (oxidation ditches and secondary clarifiers) will be designed to meet the following treatment objectives:

1.8.2.2.1. BOD < 10 mg/L

1.8.2.2.2. TN < 10 mg/L

1.8.2.2.3. TSS < 10 mg/L

1.8.2.3. Remove up to 3” of grit from the existing structure.

1.8.2.4. Repair up to 300 snap-tie holes in the existing concrete.

1.8.2.5. No new hose bibs are planned for the existing oxidation ditch.

1.8.2.6. Equipment Specifications:

1.8.2.6.1. Two (2) Ovivo Excell Aerators with velocity enhancers 200 hp, 460V, 1800 rpm, 3 PH, 60 Hz, VFD controlled, with A36 steel impeller shaft, and mounting, 120 V thermostat and space heater in TEFC motor.

1.8.2.6.2. Two (2) 200 hp VFD, 6-pulse, 115 VAC control power transformer, ethernet communication module, configurable isolated I/O and LCD operator interface, NEMA 12 enclosure.

1.8.2.6.3. Two (2) Ovivo polyurethane 3-blade propeller anoxic basin submersible mixer, Model TR 60-3.31-4/12, 7.4 hp, 480V, 3 PH, 60 Hz, integral temperature and moisture sensors with 304 SS rail hoist, mounting components, and anchors.

1.8.2.6.4. One (1) Auma Model SQR electric actuator for existing discharge weir gate with manual handwheel, modulating position indicator, 480V, 3 PH, 60 Hz.

1.8.2.6.5. One (1) electric actuator for existing internal recycle gate with worm gear reducer, absolute position encoder, electronic torque sensor, 480V, 3 phase, 60Hz.

1.8.2.6.6. Two (2) Hach LDO Model 2 continuous dissolved oxygen sensors with intrinsically safe barrier, 4-20 MA output, 0-20 mg/L, pole-mounted

1.8.2.6.7. One (1) Hach Model DRD continuous ORP sensor with intrinsically safe barrier, 4-20 MA output, -1500 – 1500 mV, pole-mounted

1.8.2.6.8. One (1) Radar Level Sensor

1.8.2.6.9. One (1) Hach Model pHD SC polyetheretherketone pH and temperature sensor with inline or immersion mounting kits as required, 0-14 pH, -40 - 200°F, 4-20 mA output.

1.8.2.6.10. Two (2) Hach Model SC4500 multi-parameter universal controller display modules, 2 analog 4-20 mA inputs, MODBUS TCP/IP output, 120V power, ethernet to fiber patch as required, NEMA 4X enclosure with handrail mounting bracket and sunshield.

1.8.2.6.11. One (1) Hach Solitax SC Total Suspended Solids Analyzer, 316 stainless steel turbidity and suspended solids sensor with inline or immersion mounting kits as required, 0-14 pH, -40 - 200°F, 4-20 mA output.

1.8.2.6.12. Surface Preparation and Paint

1.8.2.6.12.1. Submerged and non‐submerged fabricated steel shall be shop‐cleaned per SSPC‐ SP‐10 and shop primed one (1) coat(s) of Tnemec 161-1211, 3 - 5 Mils DFT; one

(1) second coat of Tnemec Series N69/N69F, 4-6 mils DFT; and one (1) top coat of Tnemec Endura-Shield Series 73, 3-5 mils DFT. Except stainless steel will not receive a coating.

1.8.2.6.12.2. Motors and gear reducers shall receive manufactures standard surface preparation. Shop priming and painting shall consist of a high‐quality coating that is specifically resistant to chemical, solvent, salt water, and acid environmental conditions.

1.8.2.6.12.3. The entire body of the submersible mixer assembly shall be abrasive blasted to SSPC‐SP 10 with a minimum 2.5 mil profile. The mixer shall then be immediately coated with a minimum of 15 mils of ceramic compound consisting of a two-part polymer/ceramic design including reinforcing with special fillers and extenders

1.8.2.7. Acceptance Testing

1.8.2.7.1. Testing Procedure:

1.8.2.7.1.1. Once mechanical equipment and instrumentation has been installed, functional testing shall first be performed by filling the oxidation ditch with in-plant reuse water.

1.8.2.7.1.2. Then the oxidation ditch should be filled with mixed liquor and functional testing of mechanical equipment and instrumentation shall be repeated.

1.8.2.8. Factory Testing

1.8.2.8.1. Excell Aerators and submersible mixers will include factory performance testing and certification documentation.

1.8.2.9. Metric for Substantial Completion

1.8.2.9.1. Manufacturer’s certification of proper installation.

1.8.2.9.2. Successfully hydrostatic test.

1.8.2.9.3. Provide one training session for plant staff for typical operation and maintenance of the new equipment at the project site. Training session may be combined with training for the existing oxidation ditch.

1.8.3. Install New Oxidation Ditch

1.8.3.1. Install new oxidation ditch as shown in drawings. The new oxidation ditch will operate in parallel with the existing oxidation ditch and is rated for an AADF of 4.6 MGD.

1.8.3.2. The biological nutrient removal system (oxidation ditches and secondary clarifiers) will be designed to meet the following treatment objectives:

1.8.3.2.1. BOD < 10 mg/L

1.8.3.2.2. TN < 10 mg/L

1.8.3.2.3. TSS < 10 mg/L

1.8.3.3. Install three hose bibs on each side of the oxidation ditch, and one on each end platform. Total of eight hose bibs.

1.8.3.4. The center walkway between the two end platforms is not included. Stairs will be provided for access to the aerator platforms.

1.8.3.5. Install the instrumentation and equipment listed below: Specifications:

1.8.3.5.1. Two (2) Ovivo Excell Aerators with velocity enhancers 250 hp, 460V, 1800 rpm, 3 PH, 60 Hz, VFD controlled, with A36 steel impeller shaft, and mounting, 120 V thermostat and space heater in TEFC motor.

1.8.3.5.2. Two (2) 250 hp VFD, 6-pulse, 115 VAC control power transformer, ethernet

communication module, configurable isolated I/O and LCD operator interface, NEMA 12 enclosure.

1.8.3.5.3. Two (2) Ovivo polyurethane 3-blade propeller anoxic basin submersible mixers, Model TR 60-3.41-4/24, 15.4 hp, 480V, 3 PH, 60 Hz, integral temperature and moisture sensors with 304 SS rail hoist, mounting components, and anchors.

1.8.3.5.4. One (1) Ovivo electrically actuated Internal Recycle gate with manual handwheel, 460V, 3 PH, 60 Hz, 304 SS steel stand, 304 SS stem and shaft, gate, 304 SS anchor bolts and assembly fasteners, 304SS tuning vane, and UHMW PE bearings.

1.8.3.5.5. One (1) Ovivo Oculus dual oxidation ditch control panel with IO available for third oxidation ditch, ethernet communication module configurable isolated I/O and LCD operator interface, NEMA 12 enclosure.

1.8.3.5.6. One (1) Fontane Series 40 electrically actuated discharge weir gate with manual handwheel, 304 stainless steel stand, shaft, gate, position indicator, non-rising stem, 304 stainless steel assembly bolts and anchors. Auma Model SQR electric actuator with manual handwheel, modulating position indicator, 480V, 3 PH, 60 Hz.

1.8.3.5.7. Two (2) Hach LDO Model 2 continuous dissolved oxygen sensors with intrinsically safe barrier, 4-20 mA output, 0-20 mg/L, pole-mounted

1.8.3.5.8. One (1) Hach Model DRD continuous ORP sensor with intrinsically safe barrier, 4-20 mA output, -1500 – 1500 mV, pole-mounted

1.8.3.5.9. One (1) Radar Level Sensor

1.8.3.5.10. One (1) Hach Model pHD SC polyetheretherketone pH and temperature sensor with inline or immersion mounting kits as required, 0-14 pH, -40 - 200°F, 4-20 mA output.

1.8.3.5.11. Two (2) Hach Model SC4500 multi-parameter universal controller display modules, 2 analog 4-20 mA inputs, MODBUS TCP/IP output, 120V power, ethernet to fiber patch as required, NEMA 4X enclosure with handrail mounting bracket and sunshield.

1.8.3.5.12. One (1) Hach Solitax SC Total Suspended Solids Analyzer, 316 stainless steel turbidity and suspended solids sensor with inline or immersion mounting kits as required, 0-14 pH, -40 - 200°F, 4-20 mA output.

1.8.3.5.13. Surface Preparation and Paint

1.8.3.5.13.1. Submerged and non‐submerged fabricated steel shall be shop‐cleaned per SSPC‐ SP‐10 and shop primed one (1) coat(s) of Tnemec 161-1211, 3 - 5 Mils DFT; one (1) second coat of Tnemec Series N69/N69F, 4-6 mils DFT; and one (1) top coat of Tnemec Endura-Shield Series 73, 3-5 mils DFT. Except stainless steel will not receive a coating.

1.8.3.5.13.2. Motors and gear reducers shall receive manufactures standard surface preparation. Shop priming and painting shall consist of a high‐quality coating that is specifically resistant to chemical, solvent, salt water, and acid environmental conditions.

1.8.3.5.13.3. The entire body of the submersible mixer assembly shall be abrasive blasted to SSPC‐SP 10 with a minimum 2.5 mil profile. The mixer shall then be immediately coated with a minimum of 15 mils of ceramic compound consisting of a two-part polymer/ceramic design including reinforcing with special fillers and extenders.

1.8.3.6. Performance Guarantee:

1.8.3.6.1. The new oxidation ditch will include a performance guarantee as described in Exhibit J.

1.8.3.7. Acceptance Testing:

1.8.3.7.1. Testing Procedure:

1.8.3.7.1.1. Once all mechanical equipment has been installed, functional testing shall first be performed by filling the oxidation ditch with in-plant reuse water.

1.8.3.7.1.2. Then the oxidation ditch should be filled with mixed liquor and functional testing of all mechanical equipment shall be repeated.

1.8.3.7.2. Factory Testing:

1.8.3.7.2.1. Excell Aerators and submersible mixers will include factory performance testing and certification documentation.

1.8.3.7.3. Metric for Substantial Completion:

1.8.3.7.3.1. Manufacturer’s certification of proper installation.

1.8.3.7.3.2. Successful hydrostatic test.

1.8.3.7.3.3. Provide one training session for plant staff for typical operation and maintenance of the new equipment at the project site. Training session may be combined with training for the existing oxidation ditch.

1.8.4. Modify Clarifier Splitter Box

1.8.4.1. Modify existing clarifier splitter box to split flow between the two existing secondary clarifiers and the new secondary clarifiers by installing the following equipment:

1.8.4.1.1. Two (2) Fontane Series S slide gates with manual handwheel, 304 stainless steel stand, shaft, gate, position indicator, non-rising stem, 304 stainless steel assembly bolts and anchors.

1.8.4.1.2. Remove asphalt cap and sand in cells for new clarifiers. If material other than asphalt cap and sand is in the cells then exclusions shall apply.

1.8.5. Two New Secondary Clarifiers

1.8.5.1. Install new 85-foot diameter secondary clarifiers and appurtenances in the location reserved for “future clarifiers #5 and 6”. Instrumentation and equipment includes the following:

1.8.5.1.1. Two (2) Ovivo Type C4 85-foot diameter x 14-foot sidewall depth secondary clarifiers with carbon steel walkway and superstructure and external launder.

1.8.5.1.2. One (1) Ovivo clarifier control panel with ethernet communication module configurable isolated I/O and LCD operator interface.

1.8.5.1.3. Two (2) Ovivo local control panels with HOA switch, status lights, e-stop, and electrical outlets in a NEMA 4X enclosure.

1.8.5.1.4. Provide four (4) Flygt Model ENM-10EX float switches, SPDT polypropylene mechanical level float, non-mercury, explosion proof, 316 stainless steel hooks and brackets mounting kit with quick connect cables.

1.8.5.1.5. Two (2) scum pumps, Vaughn vertical wet well chopper pumps, 5 HP, 460V, 7.5A capable of pumping 180 gpm at 15 ft of TDH.

1.8.5.1.6. Epoxy-lined ductile iron scum piping, C-900 PVC/cement mortar-lined ductile iron clarifier feed piping, and cement mortar-lined ductile iron RAS/WAS piping to connect to existing.

1.8.5.1.7. Two (2) Foam Spray systems to match existing secondary clarifier foam spray system including two (2) solenoid valves, 120 VAC, 60 Hz, slow-closing type.

1.8.5.1.8. Two (2) 12” manual Dezurik PEF 100% port eccentric plug valves with 2” nut and worm gear actuators, buried service, ductile iron ASTM A536 grade 65-45-12 body, epoxy-coated for clarifier drain lines.

1.8.5.2. The biological nutrient removal system (oxidation ditches and secondary clarifiers) will be designed to meet the following treatment objectives:

1.8.5.2.1. BOD < 10 mg/L

1.8.5.2.2. TN < 10 mg/L

1.8.5.2.3. TSS < 10 mg/L

1.8.5.3. Specifications

1.8.5.3.1. Install new clarifier and instrumentation and equipment listed above.

1.8.5.3.2. Provide and install electrical wiring and conduits for new equipment, as needed.

1.8.5.3.3. Surface Preparation and Paint

1.8.5.3.3.1. Ovivo’s drive unit will receive a surface preparation of SSPC‐SP 06 and coatings will be applied as follows:

1.8.5.3.3.1.1. Prime coat: One (1) coat of Tnemec Hi-Build Epoxoline II Series N69/N69F, color: 00WH ‘Tnemec White’, 4 – 6 mils DFT.

1.8.5.3.3.1.2. Second coat: One (1) coat of Tnemec Hi-Build Epoxoline II Series N69/N69F, color: 33GR ‘Tnemec Gray’, 4 – 6 mils DFT.

1.8.5.3.3.1.3.Top coat: One (1) coat of Tnemec Endura-Shield Series 73, Color: 26BL ‘Clear Sky”, 3 – 5 mils DFT.

1.8.5.3.3.2. Submerged fabricated steel will receive surface preparation of SSPC‐SP‐ 10 and will be coated with one (1) prime coat of Tnemec Series N69/N69F, 4-6 mils DFT; one (1) second coat of Tnemec Series N69/N69F, 4-6 mils DFT; and one (1) top coat of Tnemec Endura-Shield Series 73, 3-5 mils DFT.

1.8.5.3.3.3. Non‐submerged fabricated steel will receive surface preparation of SSPC‐SP‐ 6 and will be coated with one (1) prime coat of Tnemec Series N69/N69F, 4-6 mils DFT; one (1) second coat of Tnemec Series N69/N69F, 4-6 mils DFT; and one (1) top coat of Tnemec Endura-Shield Series 73, 3-5 mils DFT.

1.8.5.4. Acceptance Testing

1.8.5.4.1. Testing Procedure

1.8.5.4.1.1. Testing will be performed during typical plant operation and performed onsite by the manufacturer’s representative.

1.8.5.4.1.2. The clarifier will be tested after one of the oxidation ditches have stabilized.

1.8.5.4.2. Metric of Substantial Completion

1.8.5.4.2.1. Manufacturer’s certification of proper installation.

1.8.5.4.2.2. Successful hydrostatic test.

1.8.5.4.2.3. Provide one training session for plant staff for typical operation and maintenance of the new equipment at the project site.

1.8.6. New RAS/WAS Pumps

1.8.6.1. Description:

1.8.6.1.1. Two (2) new horizontal, centrifugal RAS/WAS chopper pumps will be installed, including the suction and discharge piping and associated appurtenances. The pumps will be installed in the spaces reserved for future pumps in the existing RAS/WAS Pump Building.

1.8.6.1.2. Install VFD’s in the existing MCC.

1.8.6.1.3. New cement mortar-lined ductile iron piping will be painted and labeled in accordance with the current plant standard.

1.8.6.2. Specifications:

1.8.6.2.1. Provide and Install two (2) new Vaughn Model HE8N10 horizontal, centrifugal chopper pumps, 20 hp, 480V, 60 Hz.

1.8.6.2.2. Impeller shall be 12.7” diameter, semi-open, cast alloy steel, heat treated to Rockwell 60C, 4-blade.

1.8.6.2.3. Provide and install new disconnects, contact enclosures, and new power and control wiring.

1.8.6.2.4. Provide and install new VFD cables from each of the two (2) respective VFDs to motors downstream.

1.8.6.2.5. Install the following:

1.8.6.2.5.1. Two (2) 8” Val-Matic Swing-Flex check valves with mechanical position indicators, ductile iron ASTM A536 grade 65-45-12 body, ANSI/ASME B.16.42 Class 150 flanged connection, screw-type backflow actuator, epoxy coated.

1.8.6.2.5.2. Two (2) manual 10” DeZurik 100% port eccentric plug valves with handwheel and worm gear actuator, ductile iron ASTM A536 grade 65-45-12 body, ANSI/ASME B.16.52 Class 150 flanged connection, epoxy-coated.

1.8.6.2.5.3. Two (2) manual 8” DeZurik 100% port eccentric plug valves with handwheel and worm gear actuator, ductile iron ASTM A536 grade 65-45-12 body, ANSI/ASME B.16.52 Class 150 flanged connection, epoxy-coated

1.8.6.2.5.4. Two (2) Endress + Hauser Model Cerabar S pressure transmitters, 4-20 mA output, 24V DC power 0.10% of calibration span accuracy, LED display.

1.8.6.2.5.5. Two (2) Ashcroft Model 1379 pressure gauges, 4-1/2” 316 stainless steel, 0-60 psi range, 0.5% of span accuracy, liquid glycerin filled.

1.8.6.2.6. Nameplate motor efficiency shall be a minimum of 96%.

1.8.6.3. Acceptance Testing:

1.8.6.3.1. Testing Procedure:

1.8.6.3.1.1. Pump testing will be performed for typical plant operations using available flow.

The two new pumps can be tested at stated maximum capacity.

1.8.6.3.1.2. Flow testing will be performed with existing built-in meters connected to SCADA system.

1.8.6.3.2. Factory Testing:

1.8.6.3.2.1. Pumps will include factory performance testing and certification documentation.

1.8.6.3.2.2. Metric for Substantial Completion:

1.8.6.3.3. Manufacturer’s certification of proper installation.

1.8.6.3.3.1. Pump performance will be within +/- 5% of the manufacturer’s pump performance curves provided in the factory performance testing and certification documentation.

1.8.6.3.3.2. Provide one training session for plant staff for typical operation and maintenance of the new equipment at the project site.

1.8.7. RAS Flow Control

1.8.7.1. The desired flow split of RAS to the oxidation ditches will be achieved with in-line flowmeters

and valves including the following:

1.8.7.1.1. Two (2) Endress + Hauser ProMag W400 Hart 14” electromagnetic flowmeters with integrally mounted transmitters, ANSI/ASME B16 5 Class 150 flanged connections, 120 VAC power, 4-20 mA output with digital Hart protocol & scalable pulse.

1.8.7.1.2. Two (2) 14” manual Dezurik PEF 100% port eccentric plug valves with handwheel and worm gear actuator, ductile iron ASTM A536 Grade 65-45-12 body, epoxy-coated.

1.8.7.1.3. Two (2) 14” electrically actuated DeZurik PEF 100% port eccentric plug valves with worm gear, ductile iron ASTM A536 Grade B5-42-12 Body, ANSI/ASME B16 42 Class 150 flanged connection, epoxy coat.

1.8.7.1.3.1. Two (2) Auma SQR electric actuators with manual handwheel, modulating position indicator, 480V, 3 phase, 60 Hz.

1.8.7.1.4. Two (2) 2” A.R.I. D-040 stainless steel wastewater combination air valves with 316 stainless steel isolation valves, 2” threaded NPT connection, 0-150 psi.

1.8.8. New Chemical Storage and Treatment System

1.8.8.1. Description:

1.8.8.1.1. Install sodium hypochlorite tanks and chemical feed systems. The chemical feed systems will convey sodium hypochlorite to the chlorine contact tanks for disinfection.

1.8.8.2. Specifications:

1.8.8.2.1. Provide and install Blue-White Model CFPS or equivalent skid-mounted dual sodium hypochlorite pump system. Two (2) peristaltic metering pumps, 28.5 gph max (each pump) at 125 psi, turndown ratio 1:1000, 4-20mA analog output, chemically resistant polyethylene structure, drip containment tray, stainless steel mounting pads.

1.8.8.2.2. Provide and install three (3) Snyder or equivalent 6,000 gallon double-walled, highdensity, cross-linked polyethylene sodium hypochlorite storage tanks, with seismic restraints, 120V flange mounted mixer.

1.8.8.2.3. Provide and install one (1) EEMAX Model SPEX95T EE or equivalent thermostatic electric water heater, conforms to ANSI Z358.1 tepid water required, max temperature setpoint 90°F, 9.5 kW, 3PH, 60 Hz, 40A.

1.8.8.2.4. Provide one (1) flow switch, 24 VDC.

1.8.8.2.5. Provide three (3) Siemens Hydroranger 200 chemical ultrasonic level transmitters, corrosion resistant ETFE ultrasonic level transducer Model LU240 with local transmitter, 4-20 mA output, 0.66 – 10 ft.

1.8.8.2.6. Provide three (3) Switch-Tek Model LU10 conductivity level switches, SPST chemically resistant conductivity level switch, normally closed.

1.8.8.2.7. Provide one (1) Siemens Model 101FXPL secondary containment sump level switch, SPST chemically resistant, flooded level switch, normally closed.

1.8.8.2.8. Provide two (2) Hach Model CL 17SC free chlorine analyzers with ¼-inch tubing, free chlorine reagent kit, 0-10 mg/L range, 40-20 mA output.

1.8.8.2.9. Provide four (4) Finish Thompson Model DB4 Analyzer Feed Pumps, 8 gpm at 24 feet TDH, 1/8 hp, 120V, 1 PH, 60 Hz, carbon fiber reinforced PVDF centrifuge analyzer feed pumps.

1.8.8.2.10. Provide two (2) Hach Model SC1000 multiparameter universal controller display modules, 12 analog, 4-20 mA input, MODBUS output, 120V power.

1.8.8.2.11.Install shade structure. The structure shall consist of the following:

1.8.8.2.11.1. Concrete slab with containment wall as identified on drawings.

1.8.8.2.11.2. Concrete on interior of the containment structure shall be coated to protect against sodium hypochlorite.

1.8.8.2.11.3. Open sided metal structure with metal roof. The structure is approximately twenty-eight feet wide, fifty-two feet long, and twenty feet high.

1.8.8.2.11.4. Provide gutters and downspouts to grade.

1.8.8.2.12.Install one (1) emergency eyewash station. The station will provide tepid water.

1.8.8.2.13.Install one (1) sump drain system. The sump will drain by gravity to the closest plant drain.

1.8.8.2.14. Provide first fill of new tanks including up to 18,000 gallons of sodium hypochlorite.

1.8.8.3. Acceptance Testing:

1.8.8.3.1. Testing will be performed during typical plant operation and performed by onsite lab.

1.8.8.3.2. Sodium hypochlorite metering pumps: Tests will be volumetric timed delivery tests into a 500 mL graduated cylinder. When the flask has reached 500 mL, the time will be recorded, and the hourly flow rate will be calculated. Three tests will be performed each at 28.5 gph pre-calibrated settings.

1.8.8.4. Metric for Substantial Completion:

1.8.8.4.1. Sodium hypochlorite metering pumps:

1.8.8.4.1.1. Manufacturer’s certification of proper installation.

1.8.8.4.1.2. The pumping system shall be able to pump 28.5 gph with plus or minus 15% repeatability.

1.8.8.4.1.3. Provide one training session for plant staff for typical operation and maintenance of the new equipment at the project site.

1.8.9. Electrical, Instrumentation, and Controls

1.8.9.1. Description:

1.8.9.1.1. Provide and install electrical conduits, pull boxes, red concrete duct banks, and wiring per information shown on drawings in Exhibit H.

1.8.9.1.1.1. Provide conduit in new electrical trench that is approximately 2,820’L x 24” W x 42” D, concrete encased.

1.8.9.1.1.2. Provide conduit specific for site lighting in new electrical trench that is approximately 700’L x 24” W x 36” D, sand bedded.

1.8.9.1.2. Provide LOTO and demo for electrical circuits being removed or replaced.

1.8.9.1.3. Provide and install new electrical equipment as shown on drawings in Exhibit H.

1.8.9.1.4. Provide and install grounding as shown on drawings in Exhibit H.

1.8.9.1.5. Provide and install site lighting as follows:

1.8.9.1.5.1. Secondary Clarifiers (Each)

1.8.9.1.5.1.1.Three perimeter pole mounted flood lights

1.8.9.1.5.1.2. One pole mounted flood light on the center platform

1.8.9.1.5.2. New Oxidation Ditch

1.8.9.1.5.2.1.Two perimeter pole mounted flood lights at the two access locations for the platforms.

1.8.9.1.5.2.2. One pole mounted flood light on each platform. Total of two lights for the

new oxidation ditch.

1.8.9.1.5.3. Chemical Storage Structure

1.8.9.1.5.3.1. Provide ceiling mount lights to meet code requirements.

1.8.9.1.6. Provide and install instrumentation per equipment list as shown in drawings in Exhibit H.

1.8.9.1.7. Startup and test new devices installed per this scope of work.

1.8.9.1.8. Provide PLC, HMI, & SCADA programing for the new equipment provided as shown on drawings in Exhibit H.

1.8.9.2. Specifications:

1.8.9.2.1. Control Panels

1.8.9.2.1.1. PLC-6-OX (Oxidation Ditch)

1.8.9.2.1.1.1. NEMA 4X Enclosure

1.8.9.2.1.1.2. Patch Panel

1.8.9.2.1.1.3.Managed Ethernet Switch

1.8.9.2.1.1.4. HMI/UPS

1.8.9.2.1.2. PLC-B (Clarifier)

1.8.9.2.1.2.1. NEMA 12 Enclosure

1.8.9.2.1.2.2. Patch Panel

1.8.9.2.1.2.3.Managed Ethernet Switch

1.8.9.2.1.2.4. HMI/UPS

1.8.9.2.1.3. PLC-A (RAS Pumps)

1.8.9.2.1.3.1. NEMA 12 Enclosure

1.8.9.2.1.3.2. Fiber Patch Panel

1.8.9.2.1.3.3.Managed Ethernet Switch

1.8.9.2.1.3.4. HMI/UPS

1.8.9.2.2. Power Distribution

1.8.9.2.2.1. Distribution SWBD-A Modifications

1.8.9.2.2.1.1.(1) 1600AF/1400AT circuit breaker in an existing space in the existing switchboard

1.8.9.2.2.2. MCC-P3N Modifications

1.8.9.2.2.2.1. Demolish existing breaker as shown on E1.1D

1.8.9.2.2.2.2.(2) 10HP VFD for Oxidation Ditch Mixers

1.8.9.2.2.2.3.(2) 5HP FVNR Motor starters for Oxidation Ditch 1 Mixed Liquor Gate and IR Gate

1.8.9.2.2.3. MCC-P3S Modifications

1.8.9.2.2.3.1. Demolish existing breaker as shown on E1.2D

1.8.9.2.2.3.2.(2) 15HP VFD for RAS/WAS Pumps

1.8.9.2.2.3.3.(6) 5HP FVNR Motor Starters for (2) scum pumps, (2) Sludge Collector Drives, Oxidation Ditch 2 Mixed Liquor Gate and IR Gate

1.8.9.2.2.4. SWBD-A

1.8.9.2.2.4.1. 1600A, 480V, 3 phase switchboard

1.8.9.2.2.4.2. NEMA 1 Enclosure

1.8.9.2.2.4.3. Surge protection device 200KA/PH Minimum

1.8.9.2.2.4.4.Circuit Breaker equipped with energy reducing main switch with local status indicators per NEC 240.87(B)(3).

1.8.9.2.2.4.5.(2) 200HP VFD (Existing Oxidation Ditch Aerators)

1.8.9.2.2.4.6.(2) 250HP VFD (New Oxidation Ditch Aerators)

1.8.9.2.2.4.7.(2) Spare spaces for future circuit breakers

1.8.9.2.2.5. MCC-C1S Modifications

1.8.9.2.2.5.1.Install 150AF/30AT Circuit Breaker in an existing space.

1.8.9.2.2.5.2.Install Mini Power Zone 15KVA, 480-120/208V, 3P, 4W, 60HZ, NEMA 4X

1.8.9.3. Acceptance Testing

1.8.9.3.1. Perform functional test to demonstrate the system complies with the process control narrative.

1.8.9.4. Metric for Substantial Completion

1.8.9.4.1. Provide one (1) eight-hour training session for plant staff for typical operation of the new control system.

1.9. PROJECT RESPONSIBILITIES AND EXCLUSIONS

1.9.1. Coordination

1.9.1.1. Contractor has assumed Construction will be allowed to proceed smoothly and in a continuous flow. No allowance has been made to demobilize and remobilize resources due to schedule interruptions. Contractor is responsible for planning and scheduling work around current plant operations and site limitations to prevent any such interruptions.

1.9.1.2. Contractor shall schedule the required shutdown work with Owner. Each shutdown shall be implemented to minimize disruption of the existing operations. The Work to be provided under this Contract shall not disrupt any of the existing operations without prior approval:

1.9.1.2.1. Contractor shall not have any unscheduled shutdown.

1.9.1.2.2. Carry out scheduled shutdowns only after the time, date, and sequence of work proposed to be accomplished during shutdown has been approved by Owner. Submit shutdown plans five (5) business days in advance of when the scheduled shutdown is to occur.

1.9.2. Supervision

1.9.2.1. Contractor shall supervise and coordinate work to ensure each phase of the project, submittal, delivery, installation, and acceptance testing, etc. is completed within the allowable scheduled time frames.

1.9.2.2. Contractor shall be responsible for obtaining, preparing, completing, and furnishing paperwork, which shall include transmittals, submittals, forms, documents, manuals, instructions, and procedures.

1.9.3. General Conditions

1.9.3.1. Owner shall setup and maintain a field office for Contractor Staff. The office shall have at minimum: two individual offices, a common space, bathroom with toilet and potable water, access to the field office (stairs, ramp, etc.), electricity, and internet.

1.9.3.2. Owner shall provide all temporary fencing required for safety, security, or other reasons.

1.9.3.3. Owner shall provide dust control as required by local, state, and/or national codes.

1.9.3.4. Owner shall provide temporary lighting as required. Contractor shall notify Owner within ten (10) business days of requiring temporary lighting.

1.9.4. Exclusions

1.9.4.1. Temporary utilities are to be provided by Owner at no cost to Contractor (including, without limitation, trailer power, construction power, domestic sewer connection location, and water (potable and non-potable).

1.9.4.2. Removal and disposal of Hazardous Materials, including asbestos containing materials, to be by Owner. If Contractor encounters material suspected to be hazardous, Contractor will notify Owner’s representative and stop further work in the area until the material is removed.

1.9.4.3. Contractor will require the assistance of Owner personnel to secure the Project location and to provide traffic redirection during rigging operations, and during the move-in and move-out of large equipment.

1.9.4.4. Upgrades to the existing plant recycled water system. New piping and infrastructure has been included as described in the scope of work above, but it is assumed that the existing capacity and pumping system is sufficient to supply the new systems with required recycled water.

1.9.4.5. Due to the depth of the new oxidation ditch being deeper than the existing plant drain system, the new oxidation ditch will not have a drain. A submersible pump will be needed to transfer the contents from the existing oxidation ditch into existing oxidation ditch.

1.9.4.6. Work will be performed during normal work hours; no overtime hours are included in the Contract Price.

1.9.4.7. Structural upgrades to existing structures, except as specifically set forth in this Scope of Work.

1.9.4.8. Upgrades to any plant, building, or equipment that is not included in the project scope but is required by permitting agency for project permit.

1.9.4.9. Fire alarm systems of any description.

1.9.4.10. Screening of new or existing equipment, except as specifically set forth in this Scope of Work.

1.9.4.11. Owner will provide access to the Premises, laydown areas at the work sites, and a reasonable number of parking spaces for Contractor and Contractor’s subcontractor vehicles in parking lots at the Premises.

1.9.4.12. Export excavated soils from the project site. Owner will provide location for excavated soils to be placed on the contiguous property.

1.9.4.13. Handling, or disposal, of contaminated soils.

1.9.4.14. The Scope of Work assumes that, unless specifically identified otherwise, all existing systems are functioning properly and are up to current codes. Contractor will not be responsible for repairs or upgrades to existing systems that are not functioning properly or compliant with current codes. Contractor is responsible for all systems directly impacted by the work to meet current codes and standards.

1.9.4.15. Repair or replacement of damaged or inoperable existing equipment that is not specifically being replaced under the Scope of Work. When such items are discovered, Contractor will immediately notify an Owner representative.

1.9.4.16. Bringing existing buildings or structures up to current code unless the project Scope of Work causes the code deficiency.

1.9.4.17. Buy American requirements including American Iron and Steel (AIS) or Build America, Buy

America Act (BABA) sourced materials.

1.9.4.18. Specialty finishes, unless where required to complete the Scope of Work and meet current codes and standards.

1.9.4.19. Underground obstructions, unsuitable soil conditions, or voids encountered during underground work, including trenching, excavation, or pile installation.

1.9.4.20. Sprinkler systems

1.9.4.21. The Chemical Storage and Treatment shade structure is not weather tight and will not provide shelter from rain.

1.9.4.22. Site regrading and/or permanent paving outside of structure footprint, except to the extent of damage caused by Contractor or its subcontractors, or as required to complete the Scope of Work. Patch paving on all new utility trenches.

1.9.4.23. Repair or replacement of existing housekeeping pads, concrete pads, or base repair of existing walkway lighting are excluded, except as specifically set forth in this Scope of Work.

1.9.4.24. Painting and/or coating, unless specified in the Scope of Work. Cathodic protection, monitoring and or testing of buried utilities.

1.9.4.25. Explosion proof conduits, raceways, enclosures and or fittings except as suggested in Exhibit H – Preliminary Drawings”.

1.9.4.26. With respect to Projects with new equipment connecting to the facility’s existing electrical distribution system, Contractor will not be responsible for the electrical integrity of the existing electrical system, e.g., the condition and proper termination of current-carrying, grounded, and grounding conductors, bus taps, protective elements, the proper protection of existing wire through knockouts, or missing components. Owner is responsible for providing and maintaining the facility’s electrical distribution system that meets the latest NEC and guidelines adopted by the authority having jurisdiction.

1.9.4.27. Contractor will not be responsible for existing damaged pipes, valves, and related parts and components.

1.9.4.28. Biological or cultural surveys or studies of any type.

1.9.4.29. Biological or environmental monitoring, mitigation or restoration.

1.9.4.30. Environmental permitting of any kind, except as specifically indicated in the scope of work.

1.9.4.31. No improvements to the solids handling systems and/or sludge drying beds are planned.

1.9.4.32. Duct bank concrete reinforcement.

1.9.4.33. Temporary and/or permanent bypasses not specifically identified in the Preliminary Drawings is not included.

10 EXHIBIT B-2
Basis of Design

43% Engineering Design Report
Hanford Wastewater Treatment Plant Upgrades
December 09, 2025
Prepared For:

Prepared By:

Pacific Advanced Civil Engineering, Inc.
17520 Newhope Street, Suite 200
Fountain Valley, CA 92708
Contact Person:

Andy Komor, PE PACE JN C058

Design Report 1-1
Hanford Wastewater Treatment Facility Upgradation Project Table of Contents
Project Description .............................................................................................................................1-1

1.1 Background ....................................................................................................................................1-1

1.2 Location..........................................................................................................................................1-1

1.3 Climate ...........................................................................................................................................1-1

1.4 Existing Hanford WWTF Process Description ...............................................................................1-2

1.5 Proposed Handford WWTF Processes and Recommended Improvements .................................1-3 Design Flows and Loads Determination...........................................................................................2-8

2.1 Current Wastewater Flows and Loads...........................................................................................2-8

2.2 Design Influent Characteristics ......................................................................................................2-8 Treatment and Disposal ...................................................................................................................3-10

3.1 Unit Process Summary ................................................................................................................3-10

3.2 Preliminary Treatment and Influent Flow Distribution ..................................................................3-13

3.3 Secondary Treatment Process.....................................................................................................3-14

3.3.1 Existing and Proposed Oxidation Ditches ..........................................................................3-15

3.3.2 Secondary Clarifiers ...........................................................................................................3-18

3.3.3 RAS/WAS pump station and splitter box............................................................................3-19

3.3.4 BioWin Modeling.................................................................................................................3-20

3.4 Tertiary Processing Disinfection...................................................................................................3-24 Appendix A. Oxidation Ditch Volumes Updated.................................................................................3-26 Appendix B. System Curve ...................................................................................................................3-27

Design Report 1-2
Hanford Wastewater Treatment Facility Upgradation Project List of Figures:

Figure 1-1: Hanford WWTF Project Location.............................................................................................1-2 Figure 1-2: Existing Site Plan.....................................................................................................................1-3 Figure 1-3: Flow Diagram of Hanford WWTP Proposed Upgrades ...........................................................1-5 Figure 3-1: Hydraulic Profile of Handford WWTF after Upgradation. Top Figure Shows the Hydraulic Profile from Influent Pump Station to the Expanded Influent Splitter and Bottom Figure Shows the Hydraulic Profile from RAS/WAS Pump Station to the Effluent from the Secondary Clarifiers ..........................................3-13 Figure 3-2: Existing preliminary treatment units at Hanford WWTF: (a) Mechanical Bar Screen, (b) Influent Pump, and (c) Parshall Flume .................................................................................................................3-14 Figure 3-3: Proposed Influent Splitter Box for Flow Distribution to Oxidation Ditch #2 and Future Oxidation Ditch #3 ....................................................................................................................................................3-14 Figure 3-4: Existing (a) Oxidation Ditch with Volume of 3.5 MG and (b) Surface Aerator Installed ........3-16 Figure 3-5: Design of Existing Oxidation Ditch (a) Plan View and (b) Section View ...............................3-16 Figure 3-6: Design of Proposed Oxidation Ditch (a) Plan View and (b) Section View.............................3-17 Figure 3-7: Existing Secondary Clarifiers.................................................................................................3-18 Figure 3-8: Proposed Secondary Clarifiers with Equal Volume to Existing .............................................3-18 Figure 3-9: Pump Curves with Different Impeller Sizes ...........................................................................3-19 Figure 3-10: Proposed RAS Splitter Box .................................................................................................3-20 Figure 3-11: Model Configuration Used with Two Aerators with Similar Dissolved Oxygen Setpoints in Aerator Zones ..........................................................................................................................................3-20 Figure 3-12: Dissolved oxygen (DO) Profiles with Different Set Values at Aerator Zones in Both Scenarios .................................................................................................................................................................3-23 Figure 3-13: Existing Chlorine Contact Tank ...........................................................................................3-24 Figure 3-14: Position of Proposed Installation of Analyzers at the Inlet and Outlet of Chlorine Contact Tank .................................................................................................................................................................3-25 Figure 3-15: Proposed Chemical Storage Shed Structure Comprising Three Tanks..............................3-25 List of Tables:

Table 1-1: Permit Effluent Quality ..............................................................................................................1-2 Table 1-2: Major Process Upgrades ..........................................................................................................1-4 Table 1-3: Detailed Upgrades and Equipment...........................................................................................1-5 Table 2-1: Current Flows and Peaking Factors .........................................................................................2-8 Table 2-2: Current Influent Loading ...........................................................................................................2-8 Table 2-3: Basis of Design and Influent Characteristics ............................................................................2-9 Table 3-1: Basis of Design and Capacity Information for Upgraded and Proposed Oxidation ditches ...3-10 Table 3-2: Basis of Design and Capacity Information for Secondary Clarifiers.......................................3-11 Table 3-3: Basis of Design and Capacity Information for Chlorine Contact Tank ...................................3-12 Table 3-4: Distribution of Oxidation Among Different Biological Zones ...................................................3-21 Table 3-5: Summary of Effluent Limitations (As Monthly Average) .........................................................3-21 Table 3-6: Scenarios Tested....................................................................................................................3-21 Table 3-7: Water Quality Criteria Used for Biowin Modeling ...................................................................3-22 Table 3-8: Biological Reactor Parameters and Biowin Modeling Results................................................3-22 Table 3-9: Biological Reactor Parameters and Biowin Modeling Results................................................3-23 Table 3-10: Effluent Quality by Biowin Modeling .....................................................................................3-24

Design Report 1-3
Hanford Wastewater Treatment Facility Upgradation Project Abbreviations
ADMMF Average Day Maximum Month Flow
ADWF Average Dry Weather Flow
BOD Biochemical Oxygen Demand
BOD5 Five-Day Biochemical Oxygen Demand
CFU Coliform Forming Unit
DO Dissolved Oxygen
GPD Gallons per Day
GPM Gallons per Minute
HP Horsepower
hr Hour
HRT Hydraulic Retention Time
lb Pound
mA Milliamps
MCC Motor Control Center
MCP Motor Control Panel
MDF Max Day Flow
mg Milligrams
MG Million Gallons
MGD Million Gallons per Day
MLSS Mixed Liquor Suspended Solids
MMDF Maximum Month Daily Flow
MPN Most Probable Number
MSL Mean Sea Level
NH3 Ammonia
NTU Nephelometric Turbidity Unit
OSHA Occupational Safety & Health Administration
PACE Pacific Advanced Civil Engineering, Inc.

PDF Peak Day Flow
PE Professional Engineer
PHF Peak Hour Flow
PMF Peak Month Flow
PSI Pounds per Square Inch
PVC Polyvinyl Chloride
RAS Return Activated Sludge
SCFM Standard Cubic Feet Per Minute
SF Square Feet
SRT Solids Retention Time
SS Stainless Steel
TDH Total Dynamic Head
TDS Total Dissolved Solids
TKN Total Kjeldahl Nitrogen
TN Total Nitrogen
TSS Total Suspended Solids
TWAS Thickened Waste Activated Sludge
US EPA United States Environmental Protection Agency
VSS Volatile Suspended Solids
VFD Variable Frequency Drive
WDR Waste Discharge Requirements
WAS Waste Activated Sludge
WWTF Wastewater Treatment Facility

Design Report 1-1
Hanford Wastewater Treatment Facility Upgradation Project Project Description

1.1 Background
The Hanford Wastewater Treatment Facility (Hanford WWTF) provides treatment and disposal of all residential, commercial, and industrial wastewater generated within the City of Hanford. The facility has a treatment capacity of 8.0 million gallons per day (MGD), with a current average flow of approximately 4.5 MGD. Since its original construction in 1948, the plant has undergone four major expansion and upgrade projects, the most recent of which was completed in 2004, increasing the treatment capacity from 5.5 to 8.0 MGD. This expansion enabled service to an additional 8,000 single-family dwellings.

The existing Hanford WWTF includes a headworks, grit removal unit, trickling filters (eastside secondary treatment process), an oxidation ditch (westside secondary treatment process), secondary clarifiers, chlorination system, chlorine contact basins, facultative sludge lagoon, sludge drying beds, an effluent equalization basin, an effluent pumping station.

The facility operates under Waste Discharge Requirement (WDR) Order No. 5-01-153 and must achieve effluent concentrations of no greater than 40 mg/L for both 5-day Biochemical Oxygen Demand (BOD₅) and Total Suspended Solids (TSS). The City also operates water recycling facilities that discharge secondary-treated, disinfected effluent to the Lakeside Ditch Company for crop irrigation over 10,000 acres under a reclamation permit issued by the Regional Water Quality Control Board. This reclamation program helps conserve groundwater resources by offsetting approximately 5,000 acre-feet of groundwater pumping annually.

According to the water quality analysis from Carollo, Hanford WWTF receives medium- to high strength wastewater with BOD₅ concentrations ranging from 350 mg/L at the Average Day Maximum Month Flow (ADMMF) of 8.8 MGD to 413 mg/L at the Average Annual Wastewater Flow (AAWF) of 8.0 MGD. To improve treatment performance and ensure regulatory compliance under both loading conditions, the Hanford WWTF has proposed expanding its oxidation ditch system from one to two units, with provisions for a third unit in the future. The project also includes adding secondary clarifiers to support the increased treatment capacity, expanding the influent splitter box, installing a return activated sludge (RAS) splitter box, and increasing the number of RAS and waste activated sludge (WAS) pumps to accommodate the expanded system.

1.2 Location
The Hanford WWTF is located at 10555 Houston Ave, Hanford CA 93230, in Kings County. The elevation of the site is around 220 feet mean sea level (MSL) (Figure 1-1).

1.3 Climate
The mean monthly temperature in City of Hanford ranges from a low of 45 ºF averaged in December to a high of 82ºF averaged in July. The annual average rainfall precipitation is 7.6 inches. There is no snowfall or colder climate conditions have been factored into the design of the WWTP equipment, equipment housing structures, and buildings.

Design Report 1-2
Hanford Wastewater Treatment Facility Upgradation Project Figure 1-1: Hanford WWTF Project Location

1.4 Existing Hanford WWTF Process Description
The existing Hanford WWTF currently operates as a conventional secondary treatment facility incorporating both a trickling filter system and an oxidation ditch process (Figure 1-2). It includes two trickling filters followed by two secondary clarifiers, and a parallel oxidation ditch with a treatment capacity of 3.0 MGD, also followed by two secondary clarifiers.

The proposed design focuses on expanding and upgrading the oxidation ditch system to serve as the secondary treatment process, ultimately replacing the aging trickling filter units.

Current oxidation ditch side of Hanford WWTF includes:
• A septage receiving station with influent pumps
• Self-cleaned mechanical bar screen
• A grit removal system
• Influent splitter box
• Oxidation ditch with capacity of 3.0 MGD containing two surface aerators and anoxic zone of 10%. • Two secondary clarifiers and Return Activated Sludge (RAS) pump station with three pumps • Chlorine disinfection system consisting of a contact basin with chemical feeding equipment • Irrigation pump station
Effluent quality requirements for the existing WDR permits are presented in Table 1-1.

Table 1-1: Permit Effluent Quality
Effluent Parameters Current Effluent Requirements
Order No. 94-192 (Regional Water Board WDR)
BOD5
≤ 40 mg/L (monthly avg.)
≤ 80 mg/L (max day)
TSS ≤ 40 mg/L (monthly avg.)
≤ 80 mg/L (max day)
Total Coliform ≤ 23 MPN/100 mL (7-day median)
≤ 240 MPN/100 mL (max day)
Order No. 5-00-222 & 223 (Master Reclamation Permit)

Design Report 1-3
Hanford Wastewater Treatment Facility Upgradation Project Effluent Parameters Current Effluent Requirements
TDS ≤ 660 mg/L
Boron ≤ 1.4 mg/L
Chloride ≤ 350 mg/L
Sodium ≤ 250 mg/L
EC ≤ 1100 µmhos/cm
Total Coliform ≤ 23 MPN/100 mL (For three
consecutive days)
pH 6.5 to 8.5
Figure 1-2: Existing Site Plan

1.5 Proposed Handford WWTF Processes and Recommended Improvements The objective of the proposed Hanford WWTF upgrades is to expand the design treatment capacity of the oxidation ditch system to accommodate an AAWF of 8.0 MGD and an Average Day Maximum Month Flow (ADMMF) of 8.8 MGD, as discussed in Section 2. The upgrades aim to improve effluent quality to ensure continued regulatory compliance and support future population growth. Due to ongoing water conservation

Design Report 1-4
Hanford Wastewater Treatment Facility Upgradation Project measures, historical influent flows have decreased, resulting in higher wastewater strength and increased pollutant loadings. Therefore, the AAWF and ADMMF conditions herein also refer to high-strength and medium-strength wastewater, respectively.

The upgrades to the Hanford WWTF will enable treatment of 8.0 MGD of high-strength wastewater, corresponding to a loading of approximately 15,700 pounds of BOD per day, and 8.8 MGD of mediumstrength wastewater with a loading of approximately 14,600 pounds of BOD per day. All wastewater entering the proposed treatment process will undergo screening and grit removal, followed by treatment in the existing oxidation ditch and a new oxidation ditch basins, the existing two secondary clarifiers and two new secondary clarifiers, and the existing chlorine disinfection system.

To meet the effluent requirements outlined in Section 1.4 of the current WDR permit, the existing oxidation ditch will be upgraded to accommodate an anticipated 13–22% increase in flow. The performance of an oxidation ditch system is largely governed by the intensity and efficiency of its surface aerators. Installing higher-power surface aerators will enhance the degradation of increased BOD loads while improving mixing and oxygen transfer within the basin. These enhancements can also contribute to a reduction in sludge retention time (SRT). Table 1-2 summarizes the major process upgrades included in the Hanford WWTF improvement project, and Table 1-3 lists the associated equipment requirements. Figure 1-3 illustrate the flow diagram of Hanford WWTF upgrades.

Table 1-2: Major Process Upgrades
Label Unit Description
A 1 Influent Wastewater Splitter Box Expansion
B 1 Oxidation Ditch #2 of 4.0 MG
C 1 RAS Splitter Box
D 2 RAS/WAS pump
E 2 Secondar Clarifiers
F 1 Chemical Storage Facility
G 3 Three Chlorine Feed Tanks

Design Report 1-5
Hanford Wastewater Treatment Facility Upgradation Project Figure 1-3: Flow Diagram of Hanford WWTP Proposed Upgrades Table 1-3: Detailed Upgrades and Equipment
No. Description Qty
Existing Oxidation Ditch#1
1A 200 HP, Excel Aerator with Velocity Enhancer 2
1B 200 HP VFD, 6-Pulse, 115 VAC Control Power Transformer 2 1C Automated IR Gate, 460V, 3PH, 60Hz, A36 Steel Stand 1 1D Automated Mixed Liquor Gate, 316 Stainless Steel Stand Slide Gate w/ Electric Actuator, 480V, 3PH, 60Hz
1 1E DO Probe, continuous dissolved oxygen sensor w/ intrinsically safe barrier,4-20 mA output, 0-20 mg/L, pole mounted
2 1F ORP Probe, continuous orp sensor w/ intrinsically safe barrier, 4-20 mA output, -1500-1500 mV, pole mounted
1 1G pH / Temp Sensor, polyetheretherketone (peek) ph &temperature sensor w/ immersion mounting kits as required, 0-14 pH, -40-200 F, 4-20 mA output 1 1H Controller Display Module, multi-parameter universal controller display module, 2 analog 4-20 mA inputs, modbus tcp/ip output, 120V power, e-net to fiber patch as required
2 Oxidation Ditch # 2 (Capacity: 4.0 MGD)
2A 250 HP, Excel Aerator with Velocity Enhancer 2
2B 250 HP VFD, 6-Pulse, 115 VAC Control Power Transformer 2 2C Mixer, polyurethane 3-blade propeller anoxic basin submersible mixer 10hp, 460v, 3ø, 60hz, integral temp and moisture sensors w/ 304 ss rail, hoist, mounting components, and anchors.
2 2D Automated IR Gate, 460V, 3PH, 60Hz, A36 Steel Stand 1 2E Automated Mixed Liquor Gate, 316 Stainless Steel Stand Slide Gate w/ Electric Actuator, 480V, 3PH, 60Hz
1 2F Control Panel, dual oxidation ditch control panel /w io available for third ditch, ethernet communication module, configurable isolated i/o and lcd operator interface -
2G Discharge Weir Gate, weir gate w/ manual handwheel, 316 sst steel stand, shaft, gate, position indicator, non-rising stem, 316 ss assembly bolts and anchors 1 2H do probe, continuous dissolved oxygen sensor w/ intrinsically safe barrier, 4-20 mA output, 0-20 mg/L, pole mounted
2 2I ORP Probe, continuous orp sensor w/ intrinsically safe barrier, 4-20 mA output, -1500-1500 mV, pole mounted
1 2J pH / Temp Sensor, polyetheretherketone (peek) ph &temperature sensor w/ immersion mounting kits as required, 0-14 ph, -40-200 °f, 4-20 mA output 1 2K Controller Display Module, multi-parameter universal controller display module, 2 analog 4-20 mA inputs, modbus tcp/ip output, 120v power, e-net to fiber patch as required
2 2L Solenoid Valve, 2" foam spray solenoid valve for foam spray control, 120 VAC, 1 Ø , 60 Hz, slow-closing type
2 Clarifiers
4A 85'ø Clarifier w/ v-notch effluent weir, scum baffles, density current baffles, energy dissipating inlet, carbon steel superstructure, beam supported walkway and frp dropout box 2 4B Local Control Panel w/ hoa switch, status lights, and e-stop, NEMA 4x 2 4C Scum Pump, 200 gpm at 15’ TDH, 5 HP, 460V, 7.6 A, 3Ø, 60Hz explosion proof Vertical Wet Well Chopper Pump
2 Pumps
7 RAS/WAS Pump, 2,100 gpm at 15' TDH w/ 6' of static, 15 HP, 460V, 21A, 3Ø, 60Hz explosion proof non-clog centrifugal pump w/ pump base and supports 2 8 Analyzer Feed Pumps, 8 gpm at 24' of TDH, 1/8 HP, 120V, 1ØH, 60HZ carbon fiber reinforced pvdf centrifugal analyzer feed pump
2

Design Report 1-6
Hanford Wastewater Treatment Facility Upgradation Project Instrumentation
9 Electromagnetic Flow Meter, 18" electromagnetic flow meter with integrally mounted transmitter, ANSI/ASME B16.5 class 150 flanged connection 3 (2+1
Future)
10 Submersible Level Transducer, hydrostatic pressure type w/ intrinsically safe barrier, 316 stainless steel, 0-20 psi, 4-20 ma output
4 11 Ultrasonic Level Transmitter, model xps-10 w/ local transmitter, 120V, 4-20 mA output, 1-33 ft, explosion proof
4 12 Chemical Ultrasonic Level Transmitter, corrosion-resistant etfe ultrasonic level transducer model lu240 w/ local transmitter, 4-20 mA output, 0.66 - 10 ft 3 13 Float Switch, SPDT polypropylene mechanical level float, non-mercury, explosion proof, 316 stainless steel hooks and brackets mounting kit w/ quick connect cables 4 14 Secondary Containment Sump Level Switch, SPST chemically resistant flooded level switch, normally closed
1 15 Conductivity Level Switch, SPST chemically resistant conductivity level switch, normally closed
3 16 Pressure Transmitter, 4-20 mA output, 24 VDC power 0.10% of calibration span accuracy, led display
2 17 Pressure Gauge, 4 1/2" 316 stainless steel pressure gauge, 0-60 psi range, ±0.5% of span accuracy, liquid glycerin filled
2 18 Total Suspended Solids Analyzer, 316 stainless steel turbidity & suspended solids sensor w/ inline or
immersion mounting kits as required, 0.001-4000 NTU, 0.001-500 g/L, 4-20 mA output 2 19 pH / Temp Sensor, polyetheretherketone (peek) ph &temperature sensor w/ inline or immersion mounting kits as required, 0-14 pH, -40-200 °f, 4-20 mA output 1 20 Free Chlorine Analyzer w/ 1/4" tubing, free chlorine reagent kit, 0-10 mg/L range, 4- 20 mA output
2 21 Controller Display Module, multi-parameter universal controller display module, 12 analog 4-20 mA inputs, modbus output, 120V power
2 Valves
22 Check Valve 8” swing check w/ mechanical position indicator, ductile iron ASTM a536 grade 65-45-12 body, ANSI/ASME b16.42 class 150 flanged connection 2 23
Combination Air Valve 2” stainless steel wastewater combination air valve w/ 316 stainless steel isolation valve, 2" threaded npt connection, 0-150 psi 4 24
Manual Plug Valve 18” 100% port eccentric plug w/ handwheel and worm gear actuator, ductile iron ASTM A536 grade 65-45-12 body, ANSI/ASME B16.42 class 150 flanged connection
3 25
Manual Plug Valve 12” 100% port eccentric plug w/ 2" nut and worm gear actuator, buried service, ductile iron ASTM a536 grade 65-45-12 body 2 26
Manual Plug Valve 10” 100% port eccentric plug w/ handwheel and worm gear actuator, ductile iron ASTM a536 grade 65-45-12 body, ANSI/ASME b16.42 class 150 flanged connection
2 27
Manual Plug Valve 8” 100% port eccentric plug w/ handwheel and worm gear actuator, ductile iron ASTM a536 grade 65-45-12 body, ANSI/ASME b16.42 class 150 flanged connection
2 28
Electrically actuated Plug Valve 18” 100% port eccentric plug w/ worm gear, ductile iron ASTM a536 grade 65-45-12 body, ANSI/ASME b16.42 class 150 flanged connection
3 (2+1
Future)
29 electrically actuated weir gate, 316 stainless steel stand, electric actuator w/ manual handwheel, modulating, position indicator, 480V, 3PH, 60 Hz 2 30
Slide Gate w/ manual handwheel, 316 sst steel stand, shaft, gate, position indicator, non-rising stem, 316 ss assembly bolts and anchors 8 31
Mud Valve, heavy duty 316 stainless steel mud valve w/ floor stand, non-rising stem w/ guide, position indicator, 316 ss bolts and anchors
2 32
Resilient Wedge Gate Valve 36” w/ actuating nut, hot tap, buried service, AWWA C509, ductile iron ASTM a536 grade 65-45-12 body
1 33 Resilient Wedge Gate Valve 18” w/ actuating nut, hot tap, buried service, 1

Design Report 1-7
Hanford Wastewater Treatment Facility Upgradation Project AWWA C509, ductile iron ASTM a536 grade 65-45-12 body
Misc Equipment
34 Sodium Hypochlorite Feed System, skid-mounted dual sodium hypochlorite pump system, 2 peristaltic metering pumps, 28.5 gph max (each pump) @125psi, turndown ratio 1:10000, 4-20mA
2 35
Sodium Hypochlorite Tank (6,000 gallon), 6,000 gallon double-walled, high density, cross-linked polyethylene
3 36 Emergency Eye Wash 1
37 Electric Water Heater, thermostatic heater, conforms to ansi z358.1 tepid water req., max temp setpoint 90F, 9.5kw, 208V, 3Ø, 40A, 60Hz
1 38 Flow Switch 1

Design Report 2-8
Hanford Wastewater Treatment Facility Upgradation Project Design Flows and Loads Determination
The existing wastewater flows, and contaminant loads, corresponding to an AAWF (high strength wastewater) of 8.0 MGD and an ADMMF (medium strength wastewater) of 8.8 MGD were used to project future flows and loads to establish the basis of design for the major process for this plant upgrade.

2.1 Current Wastewater Flows and Loads
Table 2-1 and Table 2-2 show the current wastewater flows and contaminant loads and the associated peaking factors which were used to predict the future wastewater flow generation.

Table 2-1: Current Flows and Peaking Factors
Flow Conditions Flow (MGD) Peaking Factor
Average Annual Wastewater Flow
(AAWF) 8.0 1.0
Average Day Maximum Month Flow
(ADMMF) 8.8 1.1
Peak Day Flow (PDF) 12 1.5
Peak Hour Flow (PHF) 17.6 2.2
Table 2-2: Current Influent Loading
Flow Conditions

BOD TKN
Load (lb/day) Load (lb/day)
AAWF Load 15,700 2,600
ADMMF Load 14,600 1,800

2.2 Design Influent Characteristics
The design parameters for the proposed Hanford WWTF Upgrade Project are presented in Table 2-3, reflecting an AAWF of 8.0 MGD and an Average Day Maximum Month Flow (ADMMF) of 8.8 MGD. Section 3 provides details on the volumes of the oxidation ditches. The new oxidation ditch (Ditch#2) has a higher capacity than the existing ditch (Ditch#1); therefore, approximately 57% of the total flow will be directed to the new ditch (Ditch#2), while the remaining 43% will continue through the existing ditch (Ditch#1). A new influent splitter box will be installed to allocate flows accordingly: extracting 57% of influent to the new oxidation ditch and passing the remaining 43% to the existing ditch. This is provided by comparing the total inflow to the % flow to Ditch#2.

Design Report 2-9
Hanford Wastewater Treatment Facility Upgradation Project Table 2-3: Basis of Design and Influent Characteristics Description Unit
Upgraded
West Ditch New Center Ditch Combined
Flow
Split 43% 57% 100%
Average Annual Wastewater Flow
(AAWF) MGD 3.4 4.6 8.0
Maximum Month Daily Flow
(ADMMF) MGD 3.8 5.0 8.8
Five Day Biochemical Oxygen Demand (BOD5)
BOD5 Concentration @ AAWF mg/L 413 413 413
BOD5 Concentration @ ADMMF mg/L 350 350 350
BOD5 Loading @ AAWF lb/day 11,800 15,700 27,600
BOD5 Loading @ ADMMF lb/day 11,000 14,600 25,700
Total Suspended Solids (TSS)
TSS Concentration mg/L 300 300 300
TSS Loading @ AAWF lb/day 8,600 11,500 20,100
TSS Loading @ ADMMF lb/day 9,500 12,500 22,000
Total Kjedahl Nitrogen (TKN)
TKN Concentration @ AAWF mg/L 68 68 68
TKN Concentration @ ADMMF mg/L 42 42 42
NH3 Concentration @ AAWF mg/L 57 57 57
NH3 Concentration @ ADMMF mg/L 35 35 35
TKN Loading @ AAWF lb/day 2,000 2,600 4,500
TKN Loading @ ADMMF lb/day 1,300 1,800 3,100
NH3 Loading @ AAWF lb/day 1,000 2,200 3,200
NH3 Loading @ ADMMF lb/day 1,100 1,500 2,600
Total Dissolved Solids (TDS)
TDS Concentration mg/L +/- 1000
Treatment Objectives
BOD5 mg/L < 40
TSS mg/L < 40
Total Nitrogen mg/L < 10
pH - 6.5-9.0

Design Report 3-10
Hanford Wastewater Treatment Facility Upgradation Project Treatment and Disposal
The Hanford WWTF Upgrade increases the overall treated design flow capacity of the WWTF and improves the effluent quality. To meet the future increased flow requirements of 8.0 to 8.8 MGD and higher quality effluent, upgrades are being made to both the existing oxidation ditch and installation of new oxidation.

3.1 Unit Process Summary
The unit processes were designed based on the influent flows and loading conditions described in Section

2.1. Table 3-1 summarizes the design parameters and capacities of the upgraded and proposed oxidation ditches. The existing or upgraded oxidation ditch is referred to as Oxidation Ditch #1, while the proposed oxidation ditch is designated as Oxidation Ditch #2. Table 3-2 summarizes the design parameters for the existing and proposed secondary clarifiers and Table 3-3 for chlorine contact tanks. Refer to Appendix A for the oxidation ditches volume calculation.

Table 3-1: Basis of Design and Capacity Information for Upgraded and Proposed Oxidation ditches Description Unit
Existing
Oxidation
Ditch#1
Upgraded
Oxidation
Ditch#1
Proposed
Oxidation
Ditch#2
Combined
Oxidation Ditch Biological Reactor
Number of Ditches Qty 1 1 1 2
Length ft 440 440 409 849
Width ft 91 91 68 159
Maximum Liquid Depth ft 15 15 19
Radius of Half Circle (HC) ft 45 45 28
Length Without HC ft 350 350 350 700
Area of The Ditch sf 46,534 46,534 30,275 76809
Wall Type type 45º Slope 45º slope vertical
Half Radius of Segmented
Cone Top (R)
ft 45 45 N/A
Half Radius of Segmented
Cone Bottom (r)
ft 28 28 N/A
Centerline Wall Volume cf 5,327 5,327 6,747 12,074
Anoxic Wall Volume cf 2,610 2,610 2,610 5,220
Cross Section Area (Half of
Ditch) sf 514 514 646
Volume of Middle Channel
(Without HC)
cf 359,800 359,800 452,200 812,000
Volume f Both HC cf N/A N/A 93,594
Volume of Each
Segmented Cone
cf 31,958 31,958 N/A
Total Volume (CF) cf 415,779 415,779 536,437 952,216
Total Volume (MG) MG 3.11 3.11 4.01 7.12
Flow Capacity @ AAWF MGD 3.1 3.5 4.5 8.0
Flow Capacity @ ADMMF MGD 3.1 3.8 5.0 8.8
SRT @ AAWF days 18.0 11 11 11
SRT @ ADMMF days 18.0 12 12 12
HRT @ AAWF hrs 24.2 21 21 21
HRT @ ADMMF hrs 24.2 19 19 19
Anoxic Zones
Number of Basins Per
Ditech Qty 1 1 1 2.0
Maximum Liquid Depth ft 15 15 19 17
Max Anoxic Volume (10%
of Ditch) MG 0.3 0.3 0.4 0.7
HRT @ AAWF (10% of
Ditch) hr 2.4 2.1 2.1 2.1

Design Report 3-11
Hanford Wastewater Treatment Facility Upgradation Project HRT @ ADMMF (10% of
Ditch) hr 2.4 1.9 1.9 1.9
Aerobic Zones
Number Of Basins Per
Ditech Qty 1.0 1.0 1.0 2.0
Maximum Liquid Depth ft 15.0 15.0 15.0
Max Aerobic Volume (90%
of Ditch) MG 2.8 2.8 3.6 6.4
HRT @ ADMMF (90% OF
DITCH) hr 21.7 17.5 17.5 17.5
Surface Aerator
Number of Units (Total) Qty 2 2 2 4
Horsepower Each hp 200 200 250 100
Table 3-2: Basis of Design and Capacity Information for Secondary Clarifiers Description Unit Existing Clarifiers Proposed Clarifiers Combined Secondary Clarifier
Number Each 2 2 4
Sludge Removal
Mechanism Type

SCRAPPER
(SPIRAL)

SCRAPPER
(SPIRAL)
Diameter ft 85 85
Side Water Depth ft 14 14 14
Surface Area Per Clarifier sf 5,675 5,675 5,675
Total Surface Area sf 11,349 11,349 22,698
Volume Per Clarifier MG 0.59 0.59 2.38
Total Volume MG 1.19 1.19 2.38
Average Annual
Wastewater Flow (AAWF) MGD 4.00 4.00 8.00
Average Day Maximum
Month Flow (ADMMF) MGD 4.40 4.40 8.80
Each Clarifier Receiving
Volume @ AAWF MGD 2.00 2.00 8.00
Each Clarifier Receiving
Volume @ ADMMF MGD 2.20 2.20 8.8
Surface Overflow Rate in
Each Clarifier @ AAWF gpd/sf 352 352 352
Surface Overflow Rate in
Each Clarifier @ ADMMF gpd/sf 388 388 388
Weir Length of Each
Clarifier ft 267 267 1,068
Weir Flow from Each
Clarifier @AAWF gpd/ft 7,490 7,490 7,490
Weir Flow from Each
Clarifier @ADMMF gpd/ft 8,239 8,239 8,239
Mixed Liquor Suspended
Solids (MLSS) @ AAWF mg/L 4,860 4,860 4,860
Mixed Liquor Suspended
Solids (MLSS) @ ADMMF Mg/L 4,336 4,336 4,336
Solids Loading @ AAWF lb/day/sf 14 14 14
Solids Loading @ ADMMF lb/day/sf 14 14 14
Detention Time @ AAWF hrs 7.1 7.1 7.1
Detention Time @ ADMMF hrs 6.5 6.5 6.5

RAS/WAS
Existing Number of
RAS/WAS Pumps Unit 2 +1 Standby
Proposed Number of
RAS/WAS Pumps Unit 4+1 Standby
Each Pump Capacity MGD 1.87
Existing Total Pump
Capacity
MGD 3.74

Design Report 3-12
Hanford Wastewater Treatment Facility Upgradation Project Proposed Total Pump
Capacity
MGD 9.35
Avg RAS RATE Compared
to Influent % 75-125
RAS Flow @ AAWF (75%
Rate)
MGD 6.0
RAS Fow @ ADMMF (75%
Rate)
MGD 7
RAS Flow @ AAWF (125%
Rate)
MGD 10
RAS Flow @ ADMMF
(125% Rate)
MGD 11
WAS Activated Sludge
(WAS) Concentration @
AAWF
mg/L 11,108
WAS Activated Sludge
(WAS) Concentration @
ADMMF
mg/L 9,907
WAS Production @ AAWF lb/day 13,163
WAS Production @ ADMMF lb/day 13,166
WAS Flow Rate @ AAWF MGD 0.14
WAS Flow Rate @ ADMMF MGD 0.16
Table 3-3: Basis of Design and Capacity Information for Chlorine Contact Tank Description Units Existing Basin
Chlorine Contact Basin
Number of Basins Units 2
Number of Channels in Each Basin Units 5
Straight Length of Channel Basin ft 145
Width of Each Channel ft 6
Radius of Half Circle ft 6
Contact Basin Water Depth ft 8
Total Water Path Length Each Basin ft 800
Contact Basin Surface Area Each Basin sf 4,802
Each Contact Basin Volume MG 0.29
Total Volume MG 0.57
Chlorine Residual mg/L 5.00
Baffling Factor Unitless 0.70
Average Annual Wastewater Flow (AAWF) MGD 8.00
Average Day Maximum Month Flow (ADMMF) MGD 8.80
Total Detention Time @ AAWF min 103.45
Total Detention Time @ ADMMF min 94.05
Effective Time min 72.42
CT mg-min/L 517.27
Key improvements include Oxidation Ditch #2, a RAS/WAS Splitter Box, and installation of new RAS/WAS pumps. Additionally, auto-actuated IR and effluent gates are provided at both the existing Oxidation Ditch #1 and the proposed Oxidation Ditch #2 to enable precise flow control and operational flexibility. The hydraulic profile in Figure 3-1 illustrates the proposed secondary treatment system upgrade designed to handle the PHF of 17.6 MGD from the Influent Pump System to Oxidation Ditches and PDF of 12 MGD from the downstream of Oxidation Ditches. The profile establishes the hydraulic grade line through new and existing process units to maintain gravity flow and proper pumping conditions. Most of the pipes are completely submerged and assumed full flow for the hydraulic analysis. The profile also depicts four existing secondary clarifiers and provisions for a future Oxidation Ditch. Elevations, pipe sizes, and gate configurations are designed to ensure hydraulic continuity under normal operating conditions.

Design Report 3-13
Hanford Wastewater Treatment Facility Upgradation Project Figure 3-1: Hydraulic Profile of Handford WWTF after Upgradation. Top Figure Shows the Hydraulic Profile from Influent Pump Station to the Expanded Influent Splitter and Bottom Figure Shows the Hydraulic Profile from RAS/WAS Pump Station to the Effluent from the Secondary Clarifiers

3.2 Preliminary Treatment and Influent Flow Distribution Preliminary treatment at the Hanford WWTF will continue to consist of a mechanical bar screen and a grit removal system, as shown in Figure 3-2. These units remove rags, large solids, and grit particles to prevent sediment accumulation in treatment basins, reduce odors, and protect pumps and downstream processes from clogging and abrasion. As part of the upgrade, a new influent splitter box will be installed to distribute flow to the proposed Oxidation Ditch #2 and a future Oxidation Ditch #3 (Figure 3-3). The new splitter box will receive influent through a 42-inch pipeline and convey flow to Ditch #2 via a 30-inch pipeline. It will receive flow from the existing influent splitter box, which will continue to transfer approximately 43% of the influent directly to the existing Oxidation Ditch, while the remaining 57% will be routed to the new splitter box for distribution. The proposed splitter box is designed to split flow between two Oxidation Ditches. Flow to the proposed Oxidation Ditch will be controlled by a V-notch weir gate, while a horizontal stop gate will isolate the future Oxidation Ditch #3. A precast waffle panel will minimize turbulence and promote even flow distribution within the box. Two slide gates with pedestal actuators will provide precise control of influent to the Oxidation Ditches.

Design Report 3-14
Hanford Wastewater Treatment Facility Upgradation Project Figure 3-2: Existing preliminary treatment units at Hanford WWTF: (a) Mechanical Bar Screen, (b) Influent Pump, and (c) Parshall Flume
Figure 3-3: Proposed Influent Splitter Box for Flow Distribution to Oxidation Ditch #2 and Future Oxidation Ditch #3

3.3 Secondary Treatment Process

Design Report 3-15
Hanford Wastewater Treatment Facility Upgradation Project Hanford WWTF upgrades will utilize both existing and proposed Oxidation Ditches within the secondary treatment basins for biological treatment of screened influent, followed by gravity settling of biological floc in the existing and proposed secondary clarifiers. A portion of the settled floc will be returned as Return Activated Sludge (RAS) to the anoxic zone of the Oxidation Ditch to support nitrification and denitrification, while the remaining portion will be removed as Waste Activated Sludge (WAS). A new RAS splitter box will be constructed to direct flow from the secondary clarifiers to the Oxidation Ditches (existing and proposed) through an upgraded pump station consisting of five pumps. Additionally, two new 85-foot secondary clarifiers will be installed to remove suspended solids and discharge clarified effluent to the chlorine contact basin for disinfection prior to final disposal for irrigation reuse.

3.3.1 Existing and Proposed Oxidation Ditches
Existing Oxidation Ditch #1 at Hanford WWTF receives 3 MGD AAWF (Figure 3-4). The ditch measures 145 ft in length, 91 ft in width, and 16 ft in depth, with 45° sloped sidewalls and a maximum volume capacity of 3.1 MG (Table 3-1, Figure 3-5). It includes a 10% dedicated anoxic zone and two surface aerators rated at 200 HP each. Due to the sloped wall configuration and lower aerator horsepower, the existing ditch cannot accommodate flows beyond 3 MGD; however, upgrading the aerators to a new 200 HP would enable treatment of an additional 13–22% flow. With the addition of the proposed Oxidation Ditch #2, the total secondary treatment capacity will increase to 8.0 MGD AAWF and 8.8 MGD ADMMF. The proposed ditch, with similar footprint dimensions, will provide higher capacity (4.01 MG) due to vertical sidewalls, increased depth (19 ft), and high powered surface aerators (250 HP) as shown in Figure 3-6. Under the proposed configuration, approximately 57% of the influent will be directed to the new ditch, while 43% will continue to flow to the existing ditch. The aerobic-to-anoxic zone distribution in the proposed ditch will remain consistent with the existing configuration, with 10% of the total volume dedicated to anoxic conditions.

Improved equipment and controls on the Oxidation Ditches will improve the treatment quality. The upgraded aerators are more efficient compared to the existing aerators. The VFDs will be added to control the aeration with additional DO probe and pH probe that will be placed in the ditch for appropriate water treatment at different loadings. The Oxidation Ditch has a “secret” anoxic zone in the center of the aerated zone. Two DO probes (one on each side of the center wall) are placed at the opposite end of the walls to monitor the DO and nitrate. The DO probes can be used to ensure DO is properly consumed and not mixed in too much before releasing the effluent. The pH probe can be used to ensure nitrate isn’t being produced excessively from ammonia removal due to overly aerating. Automating IR and effluent gates will also allow the Oxidation Ditches to internally cycle the wastewater if the effluent quality does not meet the requirement or act as an equalization basin to prevent hydraulically shocking other treatment systems during high flows. These instruments will allow the enhancement of treatment efficiency and ensure the effluent quality is met consistently. Specifically, the Oxidation Ditch #2 will act as the equalization basin to handle the peaking flow. This will allow the Solid Retention Time (SRT) to increase and let the MLSS to stay inside the Oxidation Ditch #2 and control the flow rate going towards the clarifiers.

Design Report 3-16
Hanford Wastewater Treatment Facility Upgradation Project Figure 3-4: Existing (a) Oxidation Ditch with Volume of 3.5 MG and (b) Surface Aerator Installed Figure 3-5: Design of Existing Oxidation Ditch (a) Plan View and (b) Section View

Design Report 3-17
Hanford Wastewater Treatment Facility Upgradation Project Figure 3-6: Design of Proposed Oxidation Ditch (a) Plan View and (b) Section View

Design Report 3-18
Hanford Wastewater Treatment Facility Upgradation Project

3.3.2 Secondary Clarifiers
Hanford WWTF currently contains two existing secondary clarifiers (#1 and #2) (Figure 3-6), each with a diameter of 85 ft and a depth of 14 ft (Figure 1-3). Two additional clarifiers (#3 and #4) are proposed with dimensions similar to the existing ones (Figure 3-7). The facility is already equipped with a mixed liquor splitter box, which distributes flow into the four clarifiers. The splitter box receives combined mixed liquor from both oxidation ditches through a 48-inch line, which in turn is fed by 36-inch lines from each individual ditch.

Figure 3-7: Existing Secondary Clarifiers
Figure 3-8: Proposed Secondary Clarifiers with Equal Volume to Existing

Design Report 3-19
Hanford Wastewater Treatment Facility Upgradation Project

3.3.3 RAS/WAS pump station and splitter box
Existing RAS/WAS pump station comprises of two centrifugal chopper pumps with an additional as standby (three total) with each has capacity of 1.73 MGD with total capacity of 3.46 MGD which is enough for the current flow of 3.0 MGD. With the overall site upgradation, the demand for RAS flow will be up to 75% of PDF (9 MGD). The pump station has pipe manifold set up to fit two more identical pumps, potentially increasing the total capacity to 8.65 MGD. To meet the new demand, two new centrifugal pumps will be added. Refer to the Appendix B for the calculation of head loss required for the RAS/WAS pumps.

The hydraulic analysis of the piping system of RAS and WAS showed the new required total head loss is

8.9 ft. The head loss was assumed for the WAS flowing out of the furthest outlet at the Sludge Drying Bed No. 5. However, the current pumps are unable to meet the head loss demand even if all five pumps run without redundancy. In attempt to meet the head loss while matching the current pump model and the horsepower of the motor, the impellers of the existing pumps and the new pumps will be replaced from 10” to 10.9” in diameter. The pumps with 10.9” impeller blades can provide up to 9.2 Total Dynamic Head at the flowrate. Figure 3-9 shows the comparison of the pump curves with two different impeller sizes.

However, keeping the current model will prevent future expansion, and there is not enough safety factor for the head loss. Instead, the RAS/WAS pump station will have two new 15 HP centrifugal pumps with VFD to help meet both the increased flow and head loss. The pumps can operate at 2,100 GPM at 15 feet Total Dynamic Head (TDH).

Figure 3-9: Pump Curves with Different Impeller Sizes

Design Report 3-20
Hanford Wastewater Treatment Facility Upgradation Project A new RAS splitter box with V-notch weirs and sliding gates will be installed which could split the RAS into three oxidation ditches (existing, proposed, and future) as shown in Figure 3-10. V-notch will only be installed to the two split delivering RAS to existing and proposed oxidation ditch while blocking the third split with rectangular stop gate. Precast waffle panels will ensure less turbulence and promote even flow in splitter box.

Figure 3-10: Proposed RAS Splitter Box

3.3.4 BioWin Modeling
BioWin models were created to design the oxidation basins and to understand the performance for AAWF and ADMMF flow and loading conditions (high strength vs medium strength wastewater) as well as to determine the aeration requirement for the proposed oxidation ditch, evaluate the performance of the secondary clarifier design and estimate the sludge production. The max day flow and loading conditions are critical to the biological treatment process and thus are used for sizing the equipment associated with the oxidation ditch process. The BioWin model configuration is presented in Figure 3-11.

Figure 3-11: Model Configuration Used with Two Aerators with Similar Dissolved Oxygen Setpoints in Aerator Zones

Design Report 3-21
Hanford Wastewater Treatment Facility Upgradation Project BioWin model configuration was set up considering the volume distribution in Table 3-2. Anoxic volume accounted for 10% of total volume. Other than anoxic zone, each side of oxidation ditch was distributed in four equal zones with one aerator zone one each side and rest of zones were left unaerated. Volume distribution is presented in Table 3-4. Two recirculation streams were set up: internal nitrate recycle from the Zone 3 to Anoxic zone and RAS from secondary clarifier to Anoxic zone.

Table 3-4: Distribution of Oxidation Among Different Biological Zones Oxidation Ditch Volume (MG)
Anoxic Zone 10% Anox 1 0.20
Anox 2 0.20
Aeration Zone 22.5% Aerator 1 0.45
Aerator 2 0.45
Non-Aeration Zone 67.5%
Zone 1 0.45
Zone 2 0.45
Zone 3 0.45
Zone 4 0.45
Zone 5 0.45
Zone 6 0.45
Total 4.0
Table 3-5: Summary of Effluent Limitations (As Monthly Average) Water Quality Parameter Units Standards
Biochemical Oxygen Demand (BOD), 5-day
@ 20°Celsius
mg/L 40
Total Suspended Solids (TSS) mg/L 40
The BioWin model was run to achieve the target effluent quality (Table 3-5) in accordance with WDR requirements and the parameter values listed in Table 3-3. Two scenarios were developed to model the oxidation ditch performance under both high-strength and medium-strength wastewater conditions as presented in Table 3-6.

Table 3-6: Scenarios Tested
Scenario 1 Scenario 2
High Strength Wastewater Influent
Flow = 4.6 MGD (57% of total Inflow)
BOD = 413 mg/L
TKN = 68 mgN/L
Medium Strength Wastewater Influent
Flow = 5.0 MGD (57% of total Inflow)
BOD = 350 mg/L
TKN = 42 mgN/L
The influent water criteria for both scenarios used in the BioWin model are listed in Table 3-7. BOD, ammonia, and TKN were varied to represent different wastewater strengths, while the remaining parameters were kept at typical values.

Design Report 3-22
Hanford Wastewater Treatment Facility Upgradation Project Table 3-7: Water Quality Criteria Used for Biowin Modeling Influent Units
Scenarios
Scenario 1 (High
Strength
Wastewater)
Scenario 2 (Med
Strength
Wastewater)
Temperature °C 20.00 20.00
Total BOD mgBOD/L 413.00 350.00
TSS mg/L 90 90
VSS mg/L 60 60
TKN mgN/L 68 42
Ammonia mg/L 57 35
Nitrate N mgN/L 0
0 Total Phosphorus mgP/L 8.00 8.00
pH unitless 7.33 7.33
Alkalinity mg/L 277.17 277.17
Calcium mg/L mg/L 80.00 80.00
Magnesium mg/L 15.00 15.00
Dissolved Oxygen mg/L 0.00 0.00
Table 3-8 contains the specification of biological reactor (Oxidation Ditch #2) along with different process flows to achieve effluent quality meeting the discharge criteria. Different strength wastewater brought changes in sludge retention time (SRT), hydraulic retention time (HRT) and mixed liquor concentration (MLSS, g/L). Higher strength wastewater (Scenario 1) will require oxidation at higher HRT and SRT while producing high MLSS. High MLSS concentration with reasonable aeration help in removing the ammonia.

It is to note the high strength contains 60% higher ammonia than medium strength wastewater. However, sludge produced in both scenarios is not significantly different.

Table 3-8: Biological Reactor Parameters and Biowin Modeling Results Parameters Unit
Scenarios
Scenario 1 (High
Strength Wastewater)
Scenario 2 (Med
Strength Wastewater)
Secondary Basin (Oxidation Ditch)
Flow MGD 4.6 5.0
Water Depth Feet 19
Total Anoxic Volume MG 0.4
Total Ditch Aeration+Anoxic
Volume MG 3.6
Total Volume MG 4.0
HRT hours 21 19
SRT days 11.0 10.0
MLSS mg/L 4860 4336
Process Flows
Internal Recycle Rate
(Zone 3 to Anoxic) x Qin 3.0 3.0

Design Report 3-23
Hanford Wastewater Treatment Facility Upgradation Project RAS Flow
x Qin 0.45 0.75
MGD 3.45 3.75
WAS Flow
% Qin 3.0 3.2
MGD 0.14 0.16
Surface aeration is a key parameter controlling the performance of the oxidation ditch. The BioWin model was run by setting the dissolved oxygen (DO) concentrations in the aerated zones, allowing oxygen consumption within those zones and the transfer of residual DO to the unaerated sections (Figure 3-12).

BioWin modeling results indicated that less than 200 HP per aerator is required to achieve the target effluent BOD and TSS levels. However, ammonia removal remained a limiting factor, with effluent ammonia concentrations exceeding 1 mg/L in both scenarios.

Figure 3-12: Dissolved oxygen (DO) Profiles with Different Set Values at Aerator Zones in Both Scenarios Table 3-9 presents the optimized aeration parameters targeting an effluent NH₄⁺ concentration of ≤1.0 mg/L for both scenarios (see Table 3-8). The modeling results showed that this target water quality could be (Table 3-10) achieved with aerator power of approximately 250 HP for high-strength wastewater and around 200 HP for medium-strength wastewater. It should also be noted that the aerator power estimates account for denitrification credits from heterotrophic activity; if these credits are excluded, the power demand could increase by approximately 10–15%.

Table 3-9: Biological Reactor Parameters and Biowin Modeling Results Parameters Unit
Scenarios
Scenario 1 (High Strength
Wastewater)
Scenario 2 (Med Strength
Wastewater)
Aeration
Surface Aerators with
Denit credits HP Average = 244 (DO = 2.8 mg/L) Average = 204 (DO = 2.7 mg/L) Clarifier Parameters
Surface Overflow rate
Per Clarifier gal/(ft^2 d) 389.83 425.13
Solids Loading Rate
Per Clarifier lb/(ft^2 d) 23.59 25.17
Waste Sludge
Flow MGD 0.14 0.16
TSS mg/L 11,108 9,907
Total Sludge
Produced lb/d 13,163 13,166

Design Report 3-24
Hanford Wastewater Treatment Facility Upgradation Project Table 3-10: Effluent Quality by Biowin Modeling
Parameters Unit
Scenarios
Scenario 1 (High
Strength Wastewater)
Scenario 2 (Med Strength
Wastewater)
Flow MGD 4.5 4.8
BOD mgBOD/L 5.7 5.0
TSS mg/L 17.2 15.4
Ammonia (NH3) mgN/L 1.1 0.9
Nitrate mgN/L 0 0
Nitrite mgN/L 0.12 0.02
Nitrate Plus Nitrite mgN/L 0.12 0.02
Total Nitrogen mgN/L 4.03 3.1
Total Phosphorus mgP/L 0.8 0.8
pH unitless 7.37 7.49
Alkalinity mmol/L 3.0 4.2
Alkalinity mg/L 151 209

3.4 Tertiary Processing Disinfection
The final step of wastewater treatment at the Hanford WWTF is chlorine disinfection prior to effluent discharge for irrigation reuse (Figure 3-13). The existing chlorine disinfection system was upgraded in the early 2000s and currently consists of two basins of nearly equal volume, providing a total contact volume of 0.57 MG. The system is equipped with a sodium hypochlorite storage tank and chemical feed pumps located within a dedicated chlorine storage room adjacent to the basins. The basins utilize a baffled plugflow configuration and were designed to treat a peak flow of 8.8 MGD of secondary effluent, providing a detention time of over 90 minutes. The system meets Title 22 requirements of 450 mg-min/L for both average and maximum monthly design flows of 8.0 MGD and 8.8 MGD, respectively assuming baffle factor (BF) of 0.8. Details are presented in Table 3-3.

Figure 3-13: Existing Chlorine Contact Tank
The proposed upgrades include installation of two free chlorine analyzers at the inlets of the two disinfection basins and two additional chlorine analyzers at the outlets of the chlorine contact tanks, along with an ammonia analyzer for process monitoring. The existing chlorine analyzers will be relocated into the new proposed positions. Figure 3-14 shows the positions of the new analyzers.

Design Report 3-25
Hanford Wastewater Treatment Facility Upgradation Project Figure 3-14: Position of Proposed Installation of Analyzers at the Inlet and Outlet of Chlorine Contact Tank The proposed chemical storage shed structure will house three double-layer sodium hypochlorite tanks, each with a capacity of approximately 6000 gallons (Figure 3-15). The shade structure will be located west of the existing chlorine building Each tank will be equipped with a dedicated refilling connection to ensure safe and efficient chemical replenishment. Two pump skids will be installed to deliver precise chemical dosing, supporting the reliable operation of the disinfection system. The sodium hyphochlorite will be injected at the inlet of the chlorine contact tank. The existing nearby 12” drain line will be utilized to drain waste from the chemical storage tanks. A control panel, featuring switches for both chlorine and ammonia analyzers, will be mounted in front of the chemical storage tanks and located under the same shed for centralized access and monitoring.

Figure 3-15: Proposed Chemical Storage Shed Structure Comprising Three Tanks

Design Report 3-26
Hanford Wastewater Treatment Facility Upgradation Project Appendix A. Oxidation Ditch Volumes Updated

SWD = 19.0 ft Cross Section Area (Half of Ditch) = 514 sq ft Ditch Length = 350.0 ft Ditch Length (without H.C.) = 350 ft Ditch Width = 68.0 ft Half Frustrum R (Each End) = 45 ft Half Circles R = 28.0 ft Half Frustrum r (Each End) = 28.0 ft Half Circle R2 = 26.0 ft SWD = 15.0 ft
Centerline Wall (1.33ft thick) = 6747.1 cu ft Volume of Frustrum (Each End) = 31957.85 cu ft Anoxic Zone Wall = 2610.0 cu ft Volume of Middle Channel = 359800 cu ft Vol of Half Circles = 87147.8 cu ft Total Volume = 423715.7 cu ft Vol of Middle Channel = 452200.0 cu ft 3.169614 MG
Vol of Ditch = 529990.7 cu ft Difference of New to Existing = 56% 44%

4.0 MG
Difference of New to Existing (w/
Future #3) = 36% 29%
Oxidation Ditch Calculation
New Oxidation Ditch with Straight Wall Existing Oxidation Ditch with 45 Degree Slope

Design Report 3-27
Hanford Wastewater Treatment Facility Upgradation Project Appendix B. System Curve

Q (gpm) RAS FLOWRATE WAS FLOWRATE EQUALIZED HEADLOSS EQUALIZED HEADLOSS 6500 5970.25 529.75 8.936400499 8.924079857
6000 5511 489 8.504256534 7.5365171
5500 5051.75 448.25 8.105063739 6.246113355
5000 4592.5 407.5 7.738948446 5.053948123
4500 4133.25 366.75 7.406050956 3.961220302
4000 3674 326 7.106528753 2.969275605
3500 3214.75 285.25 6.840560924 2.079644349
3000 2755.5 244.5 6.608354486 1.294095506
2500 2296.25 203.75 6.410153869 0.61471776
2000 1837 163 6.246256064 0.044048927
1500 1377.75 122.25 6.117036981 -0.41469882
1000 918.5 81.5 6.023003659 -0.757192769
500 459.25 40.75 5.964923459 -0.976875761
0 0 0 5.944405233 -1.06
Pipe 1 RAS Pipe to Splitter Box Peak Daily Flow 12 GPM
Pipe 2&3 WAS Pipe to Sludge Drying Bed 75% RAS 6246 GPM 1 cfs = 448.8325 gpm 3% WAS 249.84 GPM
Total Flow to Zone A = 6500 gpm
Flow Through Path 1 = 5970.25 gpm
Flow Through Path 2 = 529.75 gpm
Q (gpm) Total hf 1 Total hf 2 Total hm Static Head
5970.25 1.030 0.000 1.962 5.944
Q (gpm) Total hf 1 Total hf 2 Total hm Static Head
529.75 8.802 0.000 1.182 -1.060
Total Flow to Zone A = 6495.84 gpm
Flow Through Path 1 = 6206.450328 gpm
Flow Through Path 2 = 289.389672 gpm
Q (gpm) Total hf 1 Total hf 2 Total hm
6206.450328 1.107 0.000 2.120
Q (gpm) Total hf 1 Total hf 2 Total hm
289.389672 2.872 0.000 0.353
% of Flow Per Pipe

91.9%

8.2%
With Static Head

8.936
WAS
Total Heal Loss (ft)

8.924
RAS
Total Heal Loss (ft)
Without Static Head

3.225
% of Flow Per Pipe

95.5%

4.5%

3.227
Total Heal Loss (ft)
RAS
WAS
Total Heal Loss (ft)

11 EXHIBIT E-2

WASTEWATER M&V SERVICES
Contractor will perform measurement and verification services (“M&V Services”) as set forth in this Exhibit E with respect to Owner’s Premises below:

Facility Address
City of Hanford Waste
Water Treatment Plant
10555 Houston Avenue, Hanford, CA 93230
I. Definitions:

Capitalized terms used in this Exhibit E and not defined in the Contract, have the meanings set forth below:
“Base Energy Rate” means the dollars per energy unit for each building and/or each ECM, set forth in this Exhibit E, Section (III), and used by Contractor to calculate the EC Savings. “Construction Period” means the period beginning with the first day of the month in which material or equipment is first installed at the Premises and continuing until the M&V Commencement Date. “EC Savings” means the savings in units of dollars ($) calculated by Contractor in the manner set forth in this Exhibit E, Section (III), achieved through the reduction in consumption or demand through implementation of the Work.
“Energy Savings Report” means a one-time report prepared by Contractor containing a precise calculation of the EC Savings during the Energy Savings Term. The Energy Savings Report shall be submitted to Customer within ninety (90) days after the M&V Commencement Date. “Energy Savings Term” means the period beginning on the first day of the Construction Period and ending on the earlier of: (i) the day immediately preceding the twentieth (20th) anniversary of the M&V Commencement Date; (ii) the termination of the Contract; or (iii) the termination by Owner of the M&V Services in accordance with this Exhibit E, Section (II)(G). “Energy Unit Savings” means the savings in units of energy, power, water, etc., calculated by Contractor in the manner set forth in this Exhibit E, Section (III), achieved through the reduction in consumption or demand through implementation of the Work.
“Energy Use Factors” means factors identified by Contractor which may affect the Baselines or energy use for the Premises, including but not limited to: hours and levels of occupancy; adjustments in labor force; building use and operational procedures; temperature, humidification, and ventilation levels; installed lighting and scheduled use; building construction and size; general level of repair and efficiency of heating and air conditioning equipment and other energy-using equipment; and amount of heating and air conditioning and other energy-using equipment. “Guarantee Payment” means, for any Measurement Period, either: (i) a cash payment by Contractor to Owner in an amount equal to the Guarantee Shortfall for that Measurement Period pursuant to this Exhibit E, Section (II)(A)(ii); or (ii) additional energy services or energy saving retrofits requested by

12 Owner with an agreed value equal to the Guarantee Shortfall for that Measurement Period pursuant to this Exhibit E, Section (II)(A)(iii).
“Guarantee Shortfall” means an amount calculated in accordance with this Exhibit E, Section (II)(I)(v). “Guaranteed Savings” means, for any Measurement Period, the dollar amount set forth below for such Measurement Period, as the same may be adjusted by Contractor for changes in Energy Use Factors:

Measurement
Period Guaranteed Savings
1 $614,497
2 $651,368
3 $690,451
4 $731,878
5 $775,791
6 $822,339
7 $871,679
8 $923,980
9 $979,419
10 $1,038,184
11 $1,100,475
12 $1,166,503
13 $1,236,493
14 $1,310,683
15 $1,389,324
16 $1,472,683
17 $1,561,044
18 $1,654,706
19 $1,753,989
20 $1,859,229
“IPMVP” means the International Performance Measurement and Verification Protocol prepared by Efficiency Valuation Organization.
“M&V Commencement Date” means the first day of the month immediately following the later of (i) Contractor’s receipt of the fully signed Certificate of Final Completion, and (ii) Contractor’s receipt of the full Contract Amount.
“Measurement Period” means each one-year period following the M&V Commencement Date. “Projected Energy Savings” means those Energy Unit Savings which Contractor anticipates will be realized from the installation and continued operation of the Work, as set forth in this Exhibit E, Section (III).
“Savings Guarantee” is defined in this Exhibit E, Section (II)(A)(i).

13 II. Terms and Conditions
A. Guaranteed Savings.
i. Savings Guarantee. Upon the terms and subject to the conditions set forth herein, Contractor warrants that Owner will realize total EC Savings during the Energy Savings Term of not less than the total Guaranteed Savings (the “Savings Guarantee”), as the same may be adjusted for changes in Energy Use Factors.
ii. Guarantee Payment. For any Measurement Period in which there is a Guarantee Shortfall, Contractor will pay to Owner, within thirty (30) calendar days after the acceptance and approval by Owner of the Energy Savings Report for such Measurement Period, the Guarantee Payment for that Measurement Period.
iii. Services or Retrofits in Lieu of Guarantee Payment. If in the judgment of Owner, Owner would benefit from additional energy services or energy saving retrofits, Owner and Contractor may mutually agree that Contractor will provide such services or retrofits in lieu of the Guarantee Payment for such Measurement Period. For the purposes of this Contract, such services or retrofits will have a deemed value equal to the Guarantee Shortfall for that Measurement Period.
iv. Excusable Events. If Contractor is delayed in, or prevented from, accurately calculating the actual EC Savings for any day of any Measurement Period by reason of any Excusable Event, such circumstance will not constitute a default, and Contractor will be excused from performing the M&V Services while such event is continuing. During such event, Projected Energy Savings for the month(s) in which such event is continuing will be used in lieu of actual data; provided that if three (3) or more years of post M&V Commencement Date data are available for such month(s), the historical average of such data for such month(s) will be used in lieu of Projected Energy Savings. If Projected Energy Savings are utilized in lieu of actual data, Contractor will provide to Owner a reconciliation report comparing Projected Energy Savings to actual energy consumed during the same month, which shall be based upon utility billings; the required report will be submitted by Contractor to Owner no later than ninety (90) calendar days following the last day of the month for which Projected Energy Savings are utilized.

B. Changes in Energy Use Factors.
i. Adjustments to Guaranteed Savings. If a change in any Energy Use Factor results in a reduction of EC Savings, then the Guaranteed Savings for the corresponding Measurement Period(s) will be decreased by the same amount. Contractor will notify Owner, in writing, of all such requested changes, and proposed changes will be subject to Owner approval, which will not be unreasonably withheld.
ii. Projected Energy Savings. During the Energy Savings Term, when the ultimate effect of the Work on EC Savings cannot be accurately determined due to pending construction or changes to the Scope of Work, Projected Energy Savings for the Premises will be used until the effect of the changes can be determined by Contractor.
iii. Change Order – Savings Effect. Contractor will calculate the energy impact of any Change Orders. Such calculation will be subject to Owner approval, which approval will not be unreasonably withheld.

14 iv. Inspection of Facilities. Owner agrees that Contractor will have the right, with or without prior notice, to inspect the Premises to determine if Owner has consistently complied with its obligations as set forth above. If any inspection discloses that Owner has materially failed, on or prior to the date of such inspection, to be in compliance with any of its obligations, then the Guaranteed Savings will be assumed to have been achieved for the portion of the Energy Savings Term during which such failure will have existed.

C. Owner Maintenance. Beginning at Beneficial Use or Substantial Completion, whichever occurs sooner, for any portion of the Work, Owner will maintain such portion of the Work and upon Final Completion will maintain the Project, in accordance with the maintenance schedules and procedures recommended by Contractor and by the manufacturers of the relevant equipment.

D. Energy Savings Report. Contractor will submit to Owner a one-time energy savings report containing a precise calculation of the EC Savings during the Measurement Term (an “Energy Savings Report”). Contractor will use its best efforts to submit such Energy Savings Report within ninety (90) calendar days after receipt of all needed information after the M&V Commencement Date, unless additional information is needed to accurately calculate the EC Savings, in which case Owner will be notified of such a situation within the ninety (90) calendar-day period.

E. On-Site Measurements. Owner irrevocably grants to Contractor the right, during the Energy Savings Term, to monitor EC Savings and energy management performance by conducting on-site measurements, including, but not limited to, reading meters and installing and observing on-site monitoring equipment. Contractor will not exercise such right in a manner that unreasonably interferes with the business of Owner as conducted at the Premises as of the date hereof. Owner will cooperate fully, at no cost to Owner, with the exercise of such right by Contractor pursuant to this Exhibit E, Section (II)(E). Owner will further cooperate with Contractor’s performance of the M&V Services by providing utility information, changes in Energy Use Factors, and/or additional information as reasonably requested by Contractor.

F. Not Used.

G. Termination of Guaranteed Savings. If (i) Owner notifies Contractor in writing of its intent to terminate the M&V Services, (ii) the Contract is terminated by Contractor for material default by Owner or by Owner for any reason permitted by the Contract, or (iii) Owner fails to maintain the Project in accordance with this Exhibit E, Section (II)(C), or is in material default of any of its other obligations under this Exhibit E, the obligation of Contractor to prepare and deliver the Energy Savings Report and to make a Guarantee Payment will also be terminated.

H. Not Used.

I. Calculation of Guarantee Shortfall. The Guarantee Shortfall, for any Measurement Period, will be calculated by Contractor as the difference, to the extent positive, between the Guaranteed Savings for such Measurement Period minus the sum of EC Savings for such Measurement Period.

III. Methodologies and Calculations
The following details the methodologies and calculations to be used in determining the Energy Unit Savings under this Contract.

15 Table E-1: Measurement and Verification Methods
ECM ECM Description
M&V Method
Electric
Usage
Electric
Demand
2A WWTP Upgrades - Upgrade Existing Oxidation Ditch Option A N/A 2B WWTP Upgrades - Install New Oxidation Ditch Stipulated N/A

1. M&V Option A: This option allows for the energy savings to be predicted, measured, and agreed upon between Owner and Contractor One-time measurements and stipulated parameters are used to quantify savings that are stipulated for the term of the Contract. a. Contractor will supply a one-time report to Owner detailing the measurements and calculation of savings. If the calculated savings fall short of those expected, Contractor will have the opportunity to remedy the short fall and re-measure and calculate the results. Such work will be done at Contractor’s expense and will not be unreasonably denied by Owner, as long as such work does not interfere with Owner’s use of the Premises. These calculated savings will be defined as Energy Unit Savings and will be agreed to occur each Measurement Period. During the Construction Period, the Energy Unit Savings will be calculated by adding the savings measured for the whole months between Substantial Completion or Beneficial Use of the ECM and the M&V Commencement Date.
b. Scope of Work
i. The reduction in units of electric demand (kW) from ECM-2A will be measured directly using a calibrated true-RMS watt meter or stipulated based on the following parameters.
a. For all pumps that can be safely and accurately measured, an instantaneous measurement of each individual pump will be taken. The average wattage per pump will be calculated and be the measured wattage for that pump type. b. For all pumps that can’t be safely or accurately measured, the measured wattage will be stipulated for that pump to equal the manufacturer’s rated wattage for that type of pump.
ii. Assumptions: The annual unit consumption savings (kWh) for each pump will be calculated by multiplying the demand (kW) savings as calculated above by the Annual Pump Operating Hours, where the Annual Pump Operating Hours have been agreed upon and stipulated to by the Owner and are presented in Table E-2 below.

The Energy Unit Savings (kWh) will be the sum of the calculated annual unit consumption savings for each retrofit.

Table E-2: Annual Pump Operating Hours
Agreed Upon Hours of Operation
Location Annual Hours
WWTP 8,760

16 iii. Post-retrofit measurements will not be taken because the pumps are being decommissioned, and post-retrofit consumption will be assumed to be zero. Postretrofit ECM performance is assumed to be consistent for the duration of the Energy Savings Term.
iv. EC Savings achieved from the lighting ECMs are calculated by the following equation:

EC Savings = Energy Unit Savings X Base Energy Rate
Table E-3: Annual Pump Savings (ECM-2)
Location Projected Annual Savings
(kWh)
WWTP 1,063,849

2. Stipulated Savings: When the cost, complexity, or uncertainty of savings measurements are high as compared to the projected savings, Owner and Contractor may agree to stipulate the projected Energy Unit Savings as being achieved, without any measurements being taken. a. For the Stipulated Option, the Energy Unit Savings presented below will be agreed to occur each Measurement Period. During the Construction Period, the Energy Unit Savings will be calculated by adding the savings projected for the whole months between Substantial Completion or Beneficial Use of the EC Measure and the M&V Commencement Date.

Table E-4: Stipulated Annual Savings (ECM-2B)
Location Projected Annual Savings
(kWh)
WWTP 1,298,965

3. Base Energy Rates: EC Savings will be calculated using the Base Energy Rates for each Project Location and shall be stipulated as shown in Table E-5 below.

The Base Energy Rates listed here are to be increased each Measurement Period on a cumulative basis by six percent (6%) beginning on the first (1st) anniversary of the M&V Commencement Date and continuing on the first day of each Measurement Period thereafter.

Table E-5: Base Energy Rates
ECM Location Avoided Electricity Rate
($/kWh)
2A WWTP 0.2601
2B WWTP 0.2601

EXHIBIT G
Spare Parts List
The following spare parts are provided as part of the scope of work.

ECM 1 – Solar Photovoltaic Installation
• Fifteen (15) solar PV modules
ECM 2 – Wastewater Treatment Upgrades
a. Design and Engineering
1 None
b. New Oxidation Ditch
1 Aerators
• One (1) Reducer low oil cut-out switch
• One (1) Reducer high speed coupling
• One (1) Spare Gearbox for 250 hp aerator
2 Submersible Mixers
• One (1) Set of Bearings
• One (1) Sets of mechanical seals
• One (1) Set of O-rings
• One (1) spare shelf mixer, not including the mounting and hoist c. Upgrade Existing Oxidation Ditch
1 Aerators
• One (1) Reducer low oil cut-out switch
• One (1) Reducer high speed couplings
• One (1) Spare Gearbox for 200 hp aerator
 Ovivo to modify existing spare Flender 200 hp gearbox to be compatible with the new aerators. This will include modifications to the shaft and adapter plate in the Flender gearbox.
2 Submersible Mixers
• One (1) Set of Bearings
• One (1) Sets of mechanical seals
• One (1) Set of O-rings
• One (1) spare shelf mixer, not including the mounting and hoist d. New Secondary Clarifier
1 None
e. New RAS/WAS Pumps
1 None

f. New Chemical Storage and Treatment System
1 Two (2) spare sets of peristaltic tubing for sodium hypochlorite feed pumps. g. Electrical and Controls
1 None

18 EXHIBIT H
Preliminary Drawings

X X X X X X XX X X X X X X X X X X X X X X X X X X X XX X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X XX X X X X X 995 1000 996 998 999 995 994 996 997998
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990 995 995 988 988 989 992 992 994 994 E E E E E E E E E X X X X X X X X X X X X X X X X XX X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X XX X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X XX X X X X X 24''SS 24''SS 24''SS 18'' RAS
30'' SE 30'' SE 30'' SE 3''RW 3''RW

IR IR IR IR IR
8''D 8''D SA W8''
12''D 12''D 12''D 12''D 6''RW 48'' SE
6''RW 6''RW 6''RW 3''RW 3''RW 3''RW 3''RW 3''RW 48'' SE 12''D 12''D ENGINEER NO. APP. DATE BY DATE NO PACE JOB NO. C058-10 REVISIONS
SHEET
Xrefs: C058-00 36X24.dwg; D-TP-1000 DATUM.dwg; S-FIELD-29190_DS Edit-21 Feet Up.dwg; C058-Civil xbase.dwg; 29190-IMAGE-11TH ST.dwg w:\C058\engineering\C058-10\sheets\C058-10-C0.0 EXIST SITE.dwg - Tab: C0.0 - by jseo on 12/09/25 at 7:12:38 AM Dimscale = 12; LTscale = 1; PSltscale = 1; ACAD Ver. = 24.2s (LMS Tech); Visretain = 1 43% PLANS - ISSUED FOR REVIEW 17520 Newhope Street, Suite 200 | Fountain Valley, CA 92708 P: (714) 481-7300 | www.pacewater.com Advanced Water Engineering PREPARED BY: CALIFORNIA OWNER: KINGS COUNTY SHEET TITLE: MANNER NOR USED FOR CONSTRUCTION UNLESS STAMPED "ISSUED FOR CONSTRUCTION". THESE DRAWINGS ARE THE PROPERTY OF P.A.C.E. AND SHALL NOT BE REPRODUCED IN ANY ANDY KOMOR CXXXXX PROJECT: 1" PREPARED BY: REGISTERED PROFESSIONAL EXPIRATION DATE: XX/XX/XXXX DRAWN BY: T.GDESIGN BY: A.T.K CHECKED BY: A.T.K SCALE: AS SHOWN DATE: NOV 2025 12345 C0.0EXISTING WWTF SITE PLAN 11TH AVE

HANFORD FIRE DEPARTMENT
STATION NO. 2

ADMIN BUILDING
LAB

DIGESTER HEATING AND

MIXING EQUIPMENT

CHLORINE BUILDING

CHLORINE CONTACT

BUILDING

MAINTENANCE

BUILDING

TRICKLING
FILTER

ELECTRICAL
BUILDING NO. 3

SECONDARY
CLARIFIERS 1& 2

WWTP ENTRANCE

TRICKLING
FILTER

IRRIGATION PUMP

STATION

REUSE PUMP

STATION

CENTRIFUGE

FACULTATIVE
SLUDGE
LAGOON
SLUDGE

DRYING BED
SLUDGE

DRYING BED

PERCOLATION
POND

PERCOLATION
POND

ELECTRICAL
BUILDING NO. 2

INFLUENT
PUMPS

BAR SCREEN

OXIDATION
DITCH 1

HOUSTON AVE
SLUDGE

DRYING BED

GRIT REMOVAL

EXISTING SOLAR FARM
APPROX. LOCATION OF POTABLE

WATER HYDRANT CONNECTION

EXISTING WWTF SITE PLAN
SCALE: 1" = 100' 100 50 0 100 200

X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X

X X X X X
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X X X X X

X X X X X X X X
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E E E

E E E E EX X X X X
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24''SS 24''SS
24''SS
18'' RAS 30''
SE 30''
SE 30''
SE
3''RW
3''RW IR IR IR IR IR 8''D 8''D
S
A W8'' 12''D
12''D
12''D 12''D
6''RW
48'' SE 6''RW 6''RW 6''RW
3''RW 3''RW
3''RW 3''RW 3''RW
48'' SE
12''D 12''D
X X X X X X X X FH 42"Ø
997.3 x 992.77 x 992.77 x 992.77 x 992.77 2''W 2''W 2''W 2''W2''W
ENGINEER NO.

APP. DATE BY DATE NO PACE JOB NO. C058-10REVISIONS SHEET Xrefs: C058-00 36X24.dwg; D-TP-1000 DATUM.dwg; S-FIELD-29190_DS Edit-21 Feet Up.dwg; C058-Civil xbase.dwg; 29190-IMAGE-11TH ST.dwg; C058-Site Plan.dwg; C058-MECH 200 HP 2.7MG CARR.dwg w:\C058\engineering\C058-10\sheets\C058-10-C0.1 CONSTRUCTION PLAN.dwg - Tab: C0.1 - by jseo on 12/09/25 at 7:12:34 AM Dimscale = 12; LTscale = 1; PSltscale = 1; ACAD Ver. = 24.2s (LMS Tech); Visretain = 1 43% PLANS - ISSUED FOR REVIEW
17520 Newhope Street, Suite 200 | Fountain Valley, CA 92708 P: (714) 481-7300 | www.pacewater.com
Advanced Water Engineering
PREPARED BY:

CALIFORNIA
OWNER:

KINGS COUNTY
SHEET TITLE:

MANNER NOR USED FOR CONSTRUCTION UNLESS STAMPED "ISSUED FOR CONSTRUCTION".

THESE DRAWINGS ARE THE PROPERTY OF P.A.C.E. AND SHALL NOT BE REPRODUCED IN ANY

ANDY KOMOR
CXXXXX
PROJECT:
1" PREPARED BY:

REGISTERED PROFESSIONAL
EXPIRATION DATE:

XX/XX/XXXX
DRAWN BY:

T.G
DESIGN BY:

A.T.K
CHECKED BY:

A.T.K
SCALE:

AS SHOWN
DATE:

NOV 2025
1 2
3 4
5 C0.1

GENERAL WWTF SITE
PLAN
11TH AVE HANFORD FIRE DEPARTMENT STATION NO. 2 ADMIN BUILDING LAB DIGESTER HEATING AND MIXING EQUIPMENT CHLORINE BUILDING CHLORINE CONTACT BUILDING MAINTENANCE BUILDING TRICKLING FILTER ELECTRICAL BUILDING NO. 3 SECONDARY CLARIFIERS 1 & 2 TEMPORARY GRAVEL CONSTRUCTION ACCESS ROAD WWTP ENTRANCE TRICKLING FILTER IRRIGATION PUMP STATION REUSE PUMP STATION CENTRIFUGE FACULTATIVE SLUDGE LAGOON SLUDGE DRYING BED SLUDGE DRYING BED PERCOLATION POND PERCOLATION POND TEMP CONSTRUCTION FENCING (APPROX 1,000 LF) ELECTRICAL BUILDING NO. 2 INFLUENT PUMPS BAR SCREEN CONSTRUCTION TRAILER SPACE W/ SEWER CONNECTION OXIDATION DITCH 1 HOUSTON AVE SLUDGE DRYING BED GRIT REMOVAL EXISTING SOLAR FARM APPROX. LOCATION OF POTABLE WATER HYDRANT CONNECTION GENERAL WWTF SITE PLAN SCALE: 1" = 100' 100 50 0 100 200 CONTRACTOR LAYDOWN AREA (± 4 AC) NEW SECONDARY CLARIFIERS 3 & 4 NEW RAS/WAS SPLITTER BOX NEW OXIDATION DITCH 2 NEW INFLUENT SPLITTER BOX EXTENSION NEW CHLORINE TANKS SHADE STRUCTURE 2" POTABLE WATER PIPE & FITTINGS ALTERNATE TEMPORARY GRAVEL CONSTRUCTION ACCESS ROAD ALTERNATE CONTRACTOR LAYDOWN AREA

HORIZ. CONTROL POINT TABLE PNT. #
1 2
3 4
5678910 NORTHING 1991930.03 1991917.46 1991825.57 1991520.77 1991335.31 1991179.34 1991400.36 1991388.80 1991148.68 1991111.18 EASTING 6370087.43 6370105.73 6369772.58 6369779.72 6369736.67 6369740.92 6369939.41 6369957.69 6370584.56 6370599.06 DESCRIPTION NW OUTSIDE CNR INFL STRUC SE OUTSIDE CNR INFL STRUC NORTH CTR OXI DITCH #2 AERATOR SOUTH CTR OXI DITCH #2 AERATOR CTR CLARIFIER #4 CTR CLARIFIER #3 NW OUTSIDE CNR RAS STRUC SE OUTSIDE CNR RAS STRUC NW CNR CHEM PAD SE CNR CHEM PAD 995
1000
996
998
999
995
994
996
997
998
999
995
994
996
997
998
999 985 990 995 995 984 986 988 992 994
995
994
994
996 995
995
995
995
994
996
998
999
1000
998
999
1001
1002
998
997
990
990
995
995
988
988
989
992
992
994
994

X X X X X X X X X X X X X X X X X X X
X
X
X
X
X
X
X
X
X

X X X X
X
X
X
X
X
X
X
D
SE
8''WAS
S
A W8''
S
A W8''
S
A W8''
30'' SE FH 42"Ø
C
C
997.3 x 992.77 x 992.77 x 992.77 x 992.77 2''W 2''W 2''W 2''W 2''W 2''W 2''W 2''W2''W 2''W 2''W 24' 71' 40' 30' 24' NORTH CTR OXI DITCH #2 AERATOR 3SOUTH CTR OXI DITCH #2 AERATOR
4 CTR CLARIFIER #4
5 CTR CLARIFIER #3
6 NW OUTSIDE CNR RAS STRUC
7 SE OUTSIDE CNR RAS STRUC
8 NW CNR CHEM PAD
9 SE CNR CHEM PAD 10
R35'
R35'
L1
L2
C1
C2
C3
C4
C5 136'
R50'
R48' WEST EOP CURVE DATA CURVE # C1 C2 C3 C4 C5 RADIUS 35.00 80.00 40.00 60.00 80.00 LENGTH 43.74 104.68 52.36 118.37 68.78 DELTA 71.61 74.97 75.01 113.04 49.26 TANGENT 25.25 61.35 30.70 90.72 36.68 START PT N:1991113.84 E:6369616.65 N:1991356.90 E:6369635.07 N:1991435.50 E:6369692.55 N:1991829.66 E:6369712.97 N:1991886.81 E:6369795.13 END PT N:1991147.59 E:6369639.85 N:1991435.50 E:6369692.55 N:1991474.82 E:6369721.28 N:1991886.81 E:6369795.13 N:1991890.23 E:6369861.73 WEST EOP LINE DATA LINE # L1L2 LENGTH 209.37 354.94 BEARING N1° 18' 27.22"W N1° 20' 32.47"W START PT N:1991147.59 E:6369639.85 N:1991474.82 E:6369721.28 END PT N:1991356.90 E:6369635.07 N:1991829.66 E:6369712.97 ENGINEER NO.

APP. DATE BY DATE NO PACE JOB NO. C058-10REVISIONS SHEET Xrefs: D-TP-1000 DATUM.dwg; C058-00 36X24.dwg; C058-Civil xbase.dwg; C058-Site Plan.dwg; C058-MECH 200 HP 2.7MG CARR.dwg w:\C058\engineering\C058-10\sheets\C058-10-C1.0 CIVIL SITE PLAN.dwg - Tab: C1.0 - by jseo on 12/09/25 at 7:12:31 AM Dimscale = 50; LTscale = 1; PSltscale = 1; ACAD Ver. = 24.2s (LMS Tech); Visretain = 1 43% PLANS - ISSUED FOR REVIEW
17520 Newhope Street, Suite 200 | Fountain Valley, CA 92708 P: (714) 481-7300 | www.pacewater.com
Advanced Water Engineering
PREPARED BY:

CALIFORNIA
OWNER:

KINGS COUNTY
SHEET TITLE:

MANNER NOR USED FOR CONSTRUCTION UNLESS STAMPED "ISSUED FOR CONSTRUCTION".

THESE DRAWINGS ARE THE PROPERTY OF P.A.C.E. AND SHALL NOT BE REPRODUCED IN ANY

ANDY KOMOR
CXXXXX
PROJECT:
1" PREPARED BY:

REGISTERED PROFESSIONAL
EXPIRATION DATE:

XX/XX/XXXX
DRAWN BY:

T.G
DESIGN BY:

A.T.K
CHECKED BY:

A.T.K
SCALE:

AS SHOWN
DATE:

NOV 2025
1 2
3 4
5 CONSTRUCTION NOTES: 1
36 SCALE: 1"=50' 50 25
0 50 100 CONSTRUCT 4" AC OVER 12" CLASS II AB (95% COMPACTION) PER GEOTECH OVER COMPACTED SUB GRADE. CONSTRUCT NEW INFLUENT SPLITTER BOX II PER SHEET M0.2 AND STRUCTURAL PLANS. CONSTRUCT NEW RAS SPLITTER BOX PER SHEET M3.5 AND STRUCTURAL PLANS. 2 CONSTRUCT 6" AB (95% COMPACTION) GRADE PER GEOTECH REPORT. NOTES: 1. AC/AB THICKNESS SUBJECT TO CHANGE PER GEOTECH REPORT. THE CURRENT THICKNESS MATCHES THE EXISTING ROADWAYS. 2. LOCATIONS OF EXISTING UTILITIES IS APPROXIMATE BASED ON 2001 HANFORD WWTP AS-BUILTS. THE CONTRACTOR SHALL, AT A MINIMUM, POTHOLE ALL PROPOSE CONNECTIONS PRIOR TO THE START OF CONSTRUCTION, AND NOTIFY THE ENGINEER OF ANY DISCREPANCIES. 3. ALL PROJECT ELEVATION HAVE BEEN RAISED 779.0± FEET FROM SURVEY PROVIDED BY MACKAY & SOMPS, DATED AUGUST 2023, SUCH THAT THE EXISTING WEST DITCH TOP OF WALL = 10000.00'. CONTRACTOR SHALL BE AWARE THAT SETTLEMENT IS EXPECTED DURING CONSTRUCTION. 8 CONSTRUCT EXISTING OXIDATION DITCH I SYSTEM UPGRADES PER SHEET M1.0. 9 CONSTRUCT EXISTING SPLITTER BOX MODIFICATIONS PER SECTION M0.1 3 C1.0

OVERALL SITE &

HORIZONTAL CONTROL
PLAN
1 2
3 4
5 6
7 8
9 10
1 1
2 4 CONSTRUCT NEW OXIDATION DITCH II PER SHEET M1.2 AND STRUCTURAL PLANS. 4 55
5 CONSTRUCT NEW SECONDARY SEDIMENTATION BASINS III & IV PER SHEET M3.1 AND STRUCTURAL PLANS.. 7 7 CONSTRUCT CHEMICAL STORAGE STRUCTURE PER SHEET M4.0. 6 8 REFER TO M1.3 FOR 9 STEPS FOR ACCESSING THE PLATFORM

994
993.2
993.4
994.4
993.9
994.2
994.0
1000.6
994.5
994.6
994.4
994.0
994.9
C
C
C 2''W
2''W 2''W 30''
S
E 30''
SE
SE 48''
SE 6''RW 6''RW
6''RW 30''
SE 30''
SE
30'' SE 995 1000 996 998 999 995 994
996
997
998
999
995
994
996
997
998
999
985
990
995
984
986
988
992
994
995
995 995 995
994 996 998
999
1000
998
999
1001
1002
998
997
990 995
988
992
994
992.9
996.1
993.6
993.5
993.9
993.1
993.9
993.7
993.9
994.0
993.4
994.0
993.1
993.2
996.3
996.3
996.4
996.4
999.1
999.5
999.5
999.6
999.6
999.8
999.6
993.1
993.1
996.2
996.2
998.8
993.3
996.5
996.1
996.2
996.4
997.3
998.4
999.2
998.2
997.5
996.8
996.1
997.7
993.9
994.1
993.9
993.8
992.6
994.4
994.0
993.9
994.4
994.3
994.1
993.6
994.4
999.3
1002.9
994.2
984.0
984.0
984.0
992.6
994.6
995.5
995.8
995.9
995.8
996.2
996.3
996.5
998.6
1001.3
994.4
992.5
994.7
990.4
987.7
993.6
995.0
RW

RW RW RW
RW RW 30''SS 30''SS 30''SS 30''SS 30''SS 30''SS
30''SS 30''SS 30''SS 30''SS
12''D 36''ML 36''ML
12''D 12''D
18'' RAS
30''ML
30''ML 12''D 12''D 12''D
30''ML
997.3
12'' RAS
12'' RAS
E

E E E E E E E E E E
E E E E 48''ML 48''ML
36''ML 36''ML

X X X X X X X X X X
X
X
X
X
X
X X X X X X 24''SS 24''SS 24''SS 24''SS 24''SS
24''SS 24''SS 36''ML 36''ML 18'' RA
D
S 18'' RAS 18'' RAS
3''RW 3''RW
3''RW 3''RW 3''RW 3''RW
8''D 8''D 8''D 8''D 8''D 8''
WA
S
8''WAS 8''WAS 8''WAS 8''WAS
12''D 12''D 12''D 12''D 12''D 12''D 12''D 12''D 12''D 12''D 12''D 12''D 2''RW 2''RW 48'' SE 48''
SE
48'' SE 48'' SE
2''RW 2''RW 3''RW 3''RW 3''RW 3''RW 3''RW 3''RW 3''RW 3''RW 3''RW 3''RW 3''RW 3''RW 3''RW 48'' SE 48''
SE 12''D 12''D 12''D 12''D 12''D
30''ML12''
RAS
12'' RAS
12'' RAS
30''ML
ENGINEER NO.

APP. DATE BY DATE NO PACE JOB NO. C058-10REVISIONS SHEET Xrefs: C058-00 36X24.dwg; C058-CONSTRUCTION NOTES - UNIVERSAL.dwg; C058-Civil Site Plan Aerial.dwg; C058-Civil xbase.dwg; C058-Site Plan.dwg; C058-MECH 200 HP 2.7MG CARR.dwg; D-TP-1000 DATUM.dwg W:\C058\Engineering\C058-10\sheets\C058-10-C2.0 PIPING PLAN.dwg - Tab: C2.0 - by tgutierrez on 03/20/26 at 4:25:23 PM Dimscale = 0; LTscale = 1; PSltscale = 1; ACAD Ver. = 24.3s (LMS Tech); Visretain = 1 43% PLANS - ISSUED FOR REVIEW
17520 Newhope Street, Suite 200 | Fountain Valley, CA 92708 P: (714) 481-7300 | www.pacewater.com
Advanced Water Engineering
PREPARED BY:

CALIFORNIA
OWNER:

KINGS COUNTY
SHEET TITLE:

MANNER NOR USED FOR CONSTRUCTION UNLESS STAMPED "ISSUED FOR CONSTRUCTION".

THESE DRAWINGS ARE THE PROPERTY OF P.A.C.E. AND SHALL NOT BE REPRODUCED IN ANY

ANDY KOMOR
CXXXXX
PROJECT:
1" PREPARED BY:

REGISTERED PROFESSIONAL
EXPIRATION DATE:

XX/XX/XXXX
DRAWN BY:

T.G
DESIGN BY:

A.T.K
CHECKED BY:

A.T.K
SCALE:

AS SHOWN
DATE:

NOV 2025
2 3
4 1B
1 RAS MANIFOLD
12/15 UPDATE
3/20/26 UPGRADES FOR CONTRACT
APPROVAL ATK 40 20
0 40 80 SCALE: 1"=40' EXIST. OXIDATION DITCH No. 1 CLARIFIER No. 3 CLARIFIER No. 4 EXIST. CLARIFIER No. 2 EXIST. CLARIFIER No. 1 EXIST. RAS/ WAS PUMP STATION NEW PRESSURIZED RAS SPLITTER MANIFOLD 13567894 CONSTRUCTION NOTES: CONSTRUCT ± 710 L.F. OF 30" Ø PRIMARY EFFLUENT PIPE AND FITTINGS. CONSTRUCT ± 175 L.F. OF 36" Ø MIXED LIQUOR PIPE AND FITTINGS. CONSTRUCT ± 135 L.F. OF 30" Ø MIXED LIQUOR PIPE AND FITTINGS. CONSTRUCT ± 225 L.F. OF 18" Ø RAS DISCHARGE PIPE AND FITTINGS. CONSTRUCT ± 30 L.F. OF 24" Ø SECONDARY EFFLUENT PIPE AND FITTINGS. TYP 2. EXISTING INFLUENT SPLITTER BOX CONNECTION UPGRADES2 CONSTRUCT ± 135 L.F. OF 12" Ø RAS / WAS SUCTION PIPE AND FITTINGS. CONSTRUCT ± 680 L.F. OF 12" Ø PROCESS DRAIN PIPE AND FITTINGS. CHEMICAL STORAGE AREA NOTES: EXISTING CHLORINE CONTACT BASIN EXISTING CHLORINE BUILDING STRUCTURAL CANOPY w/ STEEL ROOF C2.0 YARD PIPING PLAN OXIDATION DITCH No. 2 FUTURE OXIDATION DITCH No. 3 1 2 FUTURE 30" INFLUENT SEWER FUTURE 36" MLSS
3 4 CONSTRUCT ± 115 L.F. OF 30" Ø MIXED LIQUOR PIPE AND FITTINGS. 5 6
6 7 FUTURE 18" RAS
8 8 FUTURE 12" DRAIN CONSTRUCT ± 205 L.F. OF 2" SCH. 40 PVC SLEEVE W/ CHEMICAL TUBING PER SPECS. 9 10 CONSTRUCT 2" Ø SCH. 80 PVC POTABLE WATER PIPE AND FITTINGS. 10 10 1. LENGTHS PROVIDED ABOVE ARE APPROXIMATE AND EXCLUDE ANY PORTIONS LOCATED BENEATH PROCESS STRUCTURES. PLEASE REFER TO SHEET G7.0 FOR ADDITIONAL INFORMATION. 6 11 12 11 12 11 CONSTRUCT ± XXX L.F. OF 1" Ø SCH. 80 PVC POTABLE WATER PIPE AND FITTINGS. 12 CONSTRUCT ± XXX L.F. OF 8" Ø SCUM DRAIN PIPE AND FITTINGS. 13 CONSTRUCT ± XXX L.F. OF 6" Ø SCUM DRAIN PIPE AND FITTINGS. 14 CONSTRUCT ± XXX L.F. OF 2" Ø SCH. 80 PVC POTABLE WATER PIPE AND FITTINGS. CONNECT SUMP PUMP DISCHARGE TO EXISTING DRAIN LINE

995 994 996
997
998
999
ENGINEER NO.

APP. DATE BY DATE NO PACE JOB NO. C058-10REVISIONS SHEET Xrefs: D-TP-1000 DATUM.dwg; C058-00 36X24.dwg; C058-Civil xbase.dwg; C058-Site Plan.dwg; C058-MECH 200 HP 2.7MG CARR.dwg; C058-Site Pgrade-PlanSEC.dwg w:\C058\engineering\C058-10\sheets\C058-10-C3.0-GRADING PLAN.dwg - Tab: C3.0 - by mmills on 11/21/25 at 11:50:41 AM Dimscale = 40; LTscale = 1; PSltscale = 1; ACAD Ver. = 24.2s (LMS Tech); Visretain = 1 42% PLANS - ISSUED FOR REVIEW
17520 Newhope Street, Suite 200 | Fountain Valley, CA 92708 P: (714) 481-7300 | www.pacewater.com
Advanced Water Engineering
PREPARED BY:

CALIFORNIA
OWNER:

KINGS COUNTY
SHEET TITLE:

MANNER NOR USED FOR CONSTRUCTION UNLESS STAMPED "ISSUED FOR CONSTRUCTION".

THESE DRAWINGS ARE THE PROPERTY OF P.A.C.E. AND SHALL NOT BE REPRODUCED IN ANY

ANDY KOMOR
CXXXXX
PROJECT:
1" PREPARED BY:

REGISTERED PROFESSIONAL
EXPIRATION DATE:

XX/XX/XXXX
DRAWN BY:

T.G
DESIGN BY:

A.T.K
CHECKED BY:

A.T.K
SCALE:

AS SHOWN
DATE:

NOV 2025
1 2
3 4
5 MATCHLINE, SEE SHEET C3.1 SECTION A
CC3.2 20 10
0 20 40
219
218 EXISTING FSL PG & DRYING BEDS TO BE PROTECTED IN PLACE DAYLIGHT LINE C3.0 GRADING PLAN SCALE: HORIZ. 1"=20' SCALE: 1"=20' VERT. 1"=5' A
- CLARIFIER No. 3 CLARIFIER No. 4 EXIST. CLARIFIER No. 2 EXIST. CLARIFIER No. 4 CLARIFIER No. 3 CLARIFIER No. 4

995 1000 996 998 999
999

X X X X X X X X X X X X X
999
999
999
998
999 995 994 996 997 998 999
995
994
996
997
998
999 999.10 FS 1000.00 FS 999.26 FS (1000.0) FS

1.9%

0.5%

0.3% 998.98 FL HP 998.90 FL 999.11 FS 999.30 FS

0.5%

0.7% 5.5% 999.99 FS 7.0%

2.0%

2.2% 0.4%

2.5% 0.4% 0.4% 0.4% 0.5%
GB 1000.00 FL HP 1000.00 FS (1000.0) FS 999.32 FL

3.0%

0.5%

2.5%

0.5%

0.5%

0.5%
3:1
3:1
3:1
3:1 999.55 FS 1000.00 FS 1000.00 FS 999.99 FS (1000.0) FS 1000.00 FS 1000.00 FS(1000.0) FS 999.41 FS

2.7% 1.0%

1.0%

1.1% 999.71 FS 999.71 FS 999.65 FS 999.50 FS 999.21 FL 999.05 FS

0.5% 998.35 FL 998.50 FL

3.1%

1.0% SEC B 980 985 990 995 1000 1005 980 985 990 995 1000 1005 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 30' ACCESS ROAD 37.25' 305' 35.5' TOW 1000.00 INV 1005.75 31.5' FFE 979.00 -2.0% -6.0% 998.88 FLFS HP 999.08 -2.0% -1.0% 2'
3:1
ENGINEER NO.

APP. DATE BY DATE NO PACE JOB NO. C058-10REVISIONS SHEET Xrefs: D-TP-1000 DATUM.dwg; C058-00 36X24.dwg; C058-Civil xbase.dwg; C058-Site Plan.dwg; C058-MECH 200 HP 2.7MG CARR.dwg; C058-Site Pgrade-PlanSEC.dwg w:\C058\engineering\C058-10\sheets\C058-10-C3.0-GRADING PLAN.dwg - Tab: C3.1 - by mmills on 11/24/25 at 11:15:15 AM Dimscale = 1; LTscale = 1; PSltscale = 1; ACAD Ver. = 24.2s (LMS Tech); Visretain = 1 42% PLANS - ISSUED FOR REVIEW
17520 Newhope Street, Suite 200 | Fountain Valley, CA 92708 P: (714) 481-7300 | www.pacewater.com
Advanced Water Engineering
PREPARED BY:

CALIFORNIA
OWNER:

KINGS COUNTY
SHEET TITLE:

MANNER NOR USED FOR CONSTRUCTION UNLESS STAMPED "ISSUED FOR CONSTRUCTION".

THESE DRAWINGS ARE THE PROPERTY OF P.A.C.E. AND SHALL NOT BE REPRODUCED IN ANY

ANDY KOMOR
CXXXXX
PROJECT:
1" PREPARED BY:

REGISTERED PROFESSIONAL
EXPIRATION DATE:

XX/XX/XXXX
DRAWN BY:

T.G
DESIGN BY:

A.T.K
CHECKED BY:

A.T.K
SCALE:

AS SHOWN
DATE:

NOV 2025
1 2
3 4
5 C3.1

NORTH GRADING PLAN
& SECTION 20 10
0 20 40 SCALE: 1"=20' SECTION B SCALE: HORIZ. 1"=20' VERT. 1"=5' OXIDATION DITCH No. 2 FUTURE OXIDATION DITCH No. 3 EXIST. OXIDATION DITCH No. 1 B
- EXIST. GRADE
DC3.2 OXIDATION DITCH No. 2 PROPOSED FINISHED SURFACE PROPOSED FINISHED SURFACE MATCHLINE, SEE SHEET C3.0

SEC C 975 980 985 990 995 1000 975 980 985 990 995 1000 0+00 0+50 1+00 1+50 2+00 2+50 3+00 TOW 998.07 TOW 994.89 EL. 980.91 EL. 972.57 977.37 WP EL. 30' ACCESS ROAD 2' 3:1 4' TYP. 92.33' 85'Ø TYP. 2%(TYP.) 24' ACCESS ROAD -1.2% 997.57 FS -5.7%
-6.3% SEC D 980 985 990 995 1000 1005 980 985 990 995 1000 1005 0+00 0+50 1+00 1+50 2+00 TOW 1000.00 FFE 979.00 69' 34' 1' 24' ACCESS ROAD 2% (TYP.) -1.0% FS1000.00 999.67 FS 3:1 FS HP 999.94 TOW 1000.00 FFE 983.00 40'
ENGINEER NO.

APP. DATE BY DATE NO PACE JOB NO. C058-10REVISIONS SHEET Xrefs: D-TP-1000 DATUM.dwg; C058-00 36X24.dwg; C058-Civil xbase.dwg; C058-Site Plan.dwg; C058-MECH 200 HP 2.7MG CARR.dwg; C058-Site Pgrade-PlanSEC.dwg w:\C058\engineering\C058-10\sheets\C058-10-C3.0-GRADING PLAN.dwg - Tab: C3.2 - by mmills on 11/24/25 at 11:15:15 AM Dimscale = 1; LTscale = 1; PSltscale = 1; ACAD Ver. = 24.2s (LMS Tech); Visretain = 1 42% PLANS - ISSUED FOR REVIEW
17520 Newhope Street, Suite 200 | Fountain Valley, CA 92708 P: (714) 481-7300 | www.pacewater.com
Advanced Water Engineering
PREPARED BY:

CALIFORNIA
OWNER:

KINGS COUNTY
SHEET TITLE:

MANNER NOR USED FOR CONSTRUCTION UNLESS STAMPED "ISSUED FOR CONSTRUCTION".

THESE DRAWINGS ARE THE PROPERTY OF P.A.C.E. AND SHALL NOT BE REPRODUCED IN ANY

ANDY KOMOR
CXXXXX
PROJECT:
1" PREPARED BY:

REGISTERED PROFESSIONAL
EXPIRATION DATE:

XX/XX/XXXX
DRAWN BY:

T.G
DESIGN BY:

A.T.K
CHECKED BY:

A.T.K
SCALE:

AS SHOWN
DATE:

NOV 2025
1 2
3 4
5 C3.2
GRADING SECTIONS 20 10
0 20 40 SCALE: 1"=20' SECTION C SCALE: HORIZ. 1"=20' VERT. 1"=5' CLARIFIER No. 4 OXIDATION DITCH No. 2 EXIST. GRADE PROPOSED FINISHED SURFACE PROPOSED FINISHED SURFACE EXIST. GRADE EXIST. OXIDATION DITCH No. 1 SECTION D SCALE: HORIZ. 1"=20' VERT. 1"=5'

X X X X X X X X X X X X X X X X X X X X X 995 1000 996 998 999 995 994 996 997998
999
995
994
996
997 998
999
985
990
995
995
984
986
988
992
994 994
995 995 995 995 994 996 998 999 998 998 997
990
990 995 995 988 988 989 992 992 994 994 E E E E E E E E E E E E E E E E E E E E E E 48''ML 48''ML 36''ML 36''ML X X X X X X X X X X 24''SS 24''SS 24''SS 24''SS 24''SS 24''SS 24''SS 36''ML 36''ML D18'' RAS 18'' RAS 18'' RAS 3''RW 3''RW
3''RW 3''RW
8''D 8''D 8''D 8''D 8''D 8''WAS SA W8'' SA W8'' SA W8'' SA W8'' 12''D 12''D 12''D 12''D 12''D 12''D 12''D 12''D 12''D 12''D 2''RW 2''RW 48'' SE 48'' SE 48'' SE 48'' SE
2''RW 2''RW 3''RW 3''RW 3''RW 3''RW 3''RW 3''RW 3''RW 3''RW 3''RW 3''RW 3''RW E 12''D 12''D 12''D 12''D 12''D 30''ML12'' RAS 12'' RAS
12'' RAS 30''ML ENGINEER NO. APP. DATE BY DATE NO
PACE JOB NO. C058-10 REVISIONS
SHEET
Xrefs: C058-00 36X24.dwg; D-TP-1000 DATUM.dwg; S-FIELD-29190_DS Edit-21 Feet Up.dwg; C058-Civil xbase.dwg; 29190-IMAGE-11TH ST.dwg w:\C058\engineering\C058-10\sheets\C058-10-C4.0 GEOTECH BORINGS.dwg - Tab: C4.0 - by mmills on 11/21/25 at 11:13:07 AM Dimscale = 12; LTscale = 1; PSltscale = 1; ACAD Ver. = 24.2s (LMS Tech); Visretain = 1 42% PLANS - ISSUED FOR REVIEW 17520 Newhope Street, Suite 200 | Fountain Valley, CA 92708 P: (714) 481-7300 | www.pacewater.com Advanced Water Engineering PREPARED BY: CALIFORNIA OWNER: KINGS COUNTY SHEET TITLE: MANNER NOR USED FOR CONSTRUCTION UNLESS STAMPED "ISSUED FOR CONSTRUCTION". THESE DRAWINGS ARE THE PROPERTY OF P.A.C.E. AND SHALL NOT BE REPRODUCED IN ANY ANDY KOMOR CXXXXX PROJECT: 1" PREPARED BY: REGISTERED PROFESSIONAL EXPIRATION DATE: XX/XX/XXXX DRAWN BY: T.GDESIGN BY: A.T.K CHECKED BY: A.T.K SCALE: AS SHOWN DATE: NOV 2025 12345 C4.0
---- GEOTECH BORING SITE PLAN
SCALE: 1" = 100'-0"
100 50 0 100 200
BORING
LEGEND:

CONE PENETRATION TEST ##
1-B01
BORINGS: 12 1-B02 3 1-B03 4 1-B04
CONE PENETRATION TESTS: 1 1-CPT01
1-CPT02
1-CPT03
1-CPT04
1-CPT05 2345 1 3 2 5 4 1 2 3 4
NOTES:

1. REFER TO SHEETS C4.1 TO C4.2 FOR BORING LOG
RESULTS.

2. ALL LOCATIONS ARE APPROXIMATE.

ENGINEER NO. APP. DATE BY DATE NO
PACE JOB NO. C058-10 REVISIONS
SHEET
Xrefs: C058-00 36X24.dwg; D-TP-1000 DATUM.dwg; S-FIELD-29190_DS Edit-21 Feet Up.dwg; C058-Civil xbase.dwg; 29190-IMAGE-11TH ST.dwg w:\C058\engineering\C058-10\sheets\C058-10-C4.0 GEOTECH BORINGS.dwg - Tab: C4.1 - by mmills on 11/21/25 at 11:13:07 AM Dimscale = 12; LTscale = 1; PSltscale = 1; ACAD Ver. = 24.2s (LMS Tech); Visretain = 1 42% PLANS - ISSUED FOR REVIEW 17520 Newhope Street, Suite 200 | Fountain Valley, CA 92708 P: (714) 481-7300 | www.pacewater.com Advanced Water Engineering PREPARED BY: CALIFORNIA OWNER: KINGS COUNTY SHEET TITLE: MANNER NOR USED FOR CONSTRUCTION UNLESS STAMPED "ISSUED FOR CONSTRUCTION". THESE DRAWINGS ARE THE PROPERTY OF P.A.C.E. AND SHALL NOT BE REPRODUCED IN ANY ANDY KOMOR CXXXXX PROJECT: 1" PREPARED BY: REGISTERED PROFESSIONAL EXPIRATION DATE: XX/XX/XXXX DRAWN BY: T.GDESIGN BY: A.T.K CHECKED BY: A.T.K SCALE: AS SHOWN DATE: NOV 2025 12345 C4.1
---- GEOTECH BORING RESULTS I
BORING LOG LEGEND BORING LOG 1-B01 BORING LOG 1-B02

ENGINEER NO. APP. DATE BY DATE NO
PACE JOB NO. C058-10 REVISIONS
SHEET
Xrefs: C058-00 36X24.dwg; D-TP-1000 DATUM.dwg; S-FIELD-29190_DS Edit-21 Feet Up.dwg; C058-Civil xbase.dwg; 29190-IMAGE-11TH ST.dwg w:\C058\engineering\C058-10\sheets\C058-10-C4.0 GEOTECH BORINGS.dwg - Tab: C4.2 - by mmills on 11/21/25 at 11:13:07 AM Dimscale = 12; LTscale = 1; PSltscale = 1; ACAD Ver. = 24.2s (LMS Tech); Visretain = 1 42% PLANS - ISSUED FOR REVIEW 17520 Newhope Street, Suite 200 | Fountain Valley, CA 92708 P: (714) 481-7300 | www.pacewater.com Advanced Water Engineering PREPARED BY: CALIFORNIA OWNER: KINGS COUNTY SHEET TITLE: MANNER NOR USED FOR CONSTRUCTION UNLESS STAMPED "ISSUED FOR CONSTRUCTION". THESE DRAWINGS ARE THE PROPERTY OF P.A.C.E. AND SHALL NOT BE REPRODUCED IN ANY ANDY KOMOR CXXXXX PROJECT: 1" PREPARED BY: REGISTERED PROFESSIONAL EXPIRATION DATE: XX/XX/XXXX DRAWN BY: T.GDESIGN BY: A.T.K CHECKED BY: A.T.K SCALE: AS SHOWN DATE: NOV 2025 12345 BORING LOG 1-B03 BORING LOG 1-B04
C4.2GEOTECH BORING RESULTS II

DETAIL A POST START/END CABLE RAIL (TYP. #) DETAIL B POST (TYP. #) DETAIL D CABLE RAIL POST (TYP. #) DETAIL C REMOVABLE CABLE RAIL POST (TYP. 2 OPENINGS) 3" 6" 6" 1'-5" 1'-2"
8" 6"
1'-2" 3"
1/4" 1/4" 4"Ø SCH 40 PIPE x 5'-2 1/2"
1/4" CAP PLATE - 13p1
1/2"Ø PLATE-13p2 3/8"Ø SS BOLT
A
- 1/2"Ø HAS-13S1 1/4" CAP PLATE - 13p1
(TYP 4 SIDES) FOOTING PER STRUCTURAL (TYP) 4"Ø SCH 40 PIPE 3" 6" 6" 1'-5" 1'-2"
7 1/2" 6 1/2"
1'-2" 3"
A
-
1/4" 1/4" 4"Ø SCH 40 PIPE x 5'-2 1/2" 1/2"Ø HAS-14s1 1/4" CAP PLATE - 14p1 (TYP 4 SIDES) 4"Ø SCH 40 PIPE 1/4" CAP PLATE - 14p1 1/2"Ø PLATE-13p2 3/8"Ø SS BOLT 5'-3" 1/2"Ø EYEBOLT MCMASTER 3018T37 (OR EQUAL)
5'-3" 1/2"Ø EYEBOLT MCMASTER 3018T37 (OR EQUAL) FOOTING PER STRUCTURAL (TYP) EYEBOLT TYP. STEEL CABLE WIRE 4"Ø SCH 40 PIPE 3"Ø SCH 40 PIPE FOOTING PER STRUCTURAL (TYP)1/2"Ø HAS-14s1 (TYP 4 SIDES) 1/4" CAP PLATE - 14p3 3" 6" 6" 1'-5 1/2" 1'-2"
7 1/2"
1'-2" 2" 1/2"
1/4" 1/4" 4"Ø SCH 40 PIPE x 5'-2 1/2"
5'-3"
1/4" CAP PLATE - 14p3
(2) 1/2"Ø PLATE-14p2 3/8"Ø SS BOLT
B
- 4"Ø SCH 40 POST 1/2"x1 1/2" PLATE (OUTSIDE OF CABLE)
C
- 3/8" SS BOLT GALV. CABLE CLAMPS AND THIMBLE MCMASTER-CARR #3372T23 1/4"Ø WIRE ROPE 1/4"Ø WIRE ROPE (LOCATION AFTER INSTALLATION 1/2"x1 1/2" PLATE - 13p2 1/2" 4"Ø SCH 40 POST 3/8"Ø SS BOLT SECTION - A 12 - 1/2" PLATE - 13p2 1 1/2"
3/4" 3/4" 1 1/2" 3/4" 3/4" 7/16"Ø HOLE 1/4"Ø WIRE ROPE
1/4" 1/2" 1/2"x1 1/2" PLATE 3"Ø SCH 40 POST 3/8"Ø SS BOLT 1 1/2" 1 1/2" 3/4" 3/4"
3/4" 3/4" 7/16"Ø HOLE552 - 1/2" PLATE - 14p2
7" 3/16"Ø
1/4"
ENGINEER NO.

APP. DATE BY DATE NO PACE JOB NO. C058-10REVISIONS SHEET Xrefs: C058-00 36X24.dwg
w:\C058\engineering\C058-10\sheets\C058-10-CX.X STD-CIVIL DETAILS-0.dwg - Tab: C10.0 - by mmills on 11/21/25 at 11:14:02 AM Dimscale = 1; LTscale = 1; PSltscale = 1; ACAD Ver. = 24.2s (LMS Tech); Visretain = 1 42% PLANS - ISSUED FOR REVIEW
17520 Newhope Street, Suite 200 | Fountain Valley, CA 92708 P: (714) 481-7300 | www.pacewater.com
Advanced Water Engineering
PREPARED BY:

CALIFORNIA
OWNER:

KINGS COUNTY
SHEET TITLE:

MANNER NOR USED FOR CONSTRUCTION UNLESS STAMPED "ISSUED FOR CONSTRUCTION".

THESE DRAWINGS ARE THE PROPERTY OF P.A.C.E. AND SHALL NOT BE REPRODUCED IN ANY

ANDY KOMOR
CXXXXX
PROJECT:
1" PREPARED BY:

REGISTERED PROFESSIONAL
EXPIRATION DATE:

XX/XX/XXXX
DRAWN BY:

T.G
DESIGN BY:

A.T.K
CHECKED BY:

A.T.K
SCALE:

AS SHOWN
DATE:

NOV 2025
1 2
3 4
5 C10.0

CIVIL DETAILS I

CONCRETE SWALE N.T.S
A CONCRETE V-DITCH 8" CURB & GUTTER (SPILL) CURB TERMINATION ROCK OUTFALL N.T.S B N.T.S
C N.T.S
E N.T.S
F N.T.S
D NOTE: 5/8"X24" LONG STEEL DOWELS, GREASED AND WRAPPED, ONE SIDE THROUGH ALL EXPANSION AND COLD JOINTS. TYPE "B" CURB MAY BE USED FOR MEDIANS ON ARTERIALS AND EXPRESSWAYS WITH THE APPROVAL OF THE CITY ENGINEER. R= 3 4
"
6"
2'-6" 2 1/2"
6"
1'-9" 8 1/2" SEE NOTE 6" AGGREGATE BASE (CLASS 2) R=1/2" (TYP) SLOPE PAVEMENT & BASE 6" THICK PCC RIBBON GUTTER 6" THICK CLASS 2 BASE ROCK 1'-6" 3'-0" EXISTING GRADE PROPOSED GRADE 2:1 MAX. 6 x 6 10/10 WWM 6" MIN. 6" THICK PCC RIBBON GUTTER 6" THICK CLASS 2 BASE ROCK 1'-6" 3'-0" EXISTING GRADE PROPOSED GRADE2:1 MAX. 6 x 6 10/10 WWM HEIGHT VARIES NOTES: 1. ALL ROCK SHALL BE ANGULAR & HAVE TWO FACES. MINIMUM 6" DIA. 2. WHERE SLOPE OF OUTLET EXCEEDS 5% A SEDIMENT BOWL OR ENERGY DISSIPATER SHALL BE REQUIRED. 3. ROCK SLOPE PROTECTION WILL SLOPE AT A MINIMUM OF 1% INTO OR OUT OF THE CULVERT. 4. 50% OF THE ROCK SHALL BE LARGER THAN HALF OF THE DIAMETER OF THE PIPE. 5. INSTALL SLOPE PROTECTION GEOTEXTILE FABRIC IN ACCORDANCE WITH MANUFACTURE'S REQUIREMENTS.

SLOPEV-DITCH PER PLAN 5'-0" 10'-1" 5'-0" PIPE OR V-DITCH PER PLAN 10'-0"
2'-0"
3:1 COMPACTED NATIVE MATERIAL COMPACTED NATIVE MATERIAL 2'-0" TOP OF SLOPE PIPE PER PLAN GEOTEXTILE FABRIC, NOTE 5 1 1
1 1 1'-0" TYP.
4"
TYP.
18" MIN.

RIP RAP
12"

DEPRESSION
TYP.

TYP. KEY FABRIC INTO GROUND (TYP.) PIPE TERMINATION CLASS "B" CONCRETE PROPOSED 6" AB MATERIAL COMPACTED TO 95% PROPOSED AC PER CIVIL PLANS 3/8" LIP 6"
MIN.
2 1-1/2" 1'-6" PREFORMED FIBER EXPANSION TO ASTM D-1751 JOINT FILLER CONFORMING. 4. 3. FOUR - 5/8" X 24" LONG STEEL DOWELS, GREASED AND WRAPPED ONE SIDE THROUGH ALL EXPANSION JOINTS. 3/8" 3/8" NOTES
4 2. 6 - #4 BARS CONTINUOUS WITH #4 BARS AT 48" ON CENTER 3 1. CONSTRUCT EXPANSION JOINTS AT BEGINNING & ENDS OF CURBS, EACH SIDE OF CATCH BASINS AND OTHER FIXED OBJECTS. 1'-2" 6"
8" 1
1 2
"
6" 1'
1 2
" 2" 1'-6" R=
3 4" (TYP)
6" CURB & GUTTER (CATCH)
1'-2" R=
3 4" (TYP) 6" 1
1 2
"
6" 2' 2"
9 1
2 " 1
1 2
" 2'-6" BRICKS (4 MIN) 3" MIN 8" MAX BEND IF AT END OF LINE WYE OR 45° LONG RADIUS MAINLINE 45° LONG RADIUS BEND TRAFFIC RATED VALVE/METER BOX W/ COVER CALDER CPLG & PLUG FOR NON-PRESSURE LINES. TAPPED FLANGE W/ BLIND FLG FOR PRESSURE LINES RESTRAIN JOINTS ON PRESSURE LINES PIPE RISER AS REQD CLEAN OUT DETAIL N.T.S G NOTESCLEAN OUT CAN BE INSTALLED ABOVE GRADE FOR INDOOR INSTALLATIONS 2. 1. INDOOR INSTALLATION WILL NOT REQUIRE BRICKS OR TRAFFIC RATED VALVE/METER BOX WITH COVER 1" NON-FREEZE YARD HYDRANT N.T.S.

H 1" WR NFYH-1
1'-6" 6" 6" 12"
20" FG 12" SQ CLASS "C" CONC DANGER DO NOT DRINK THIS WATER 1" FROST FREE HOSE VALVE 1" NPT GRAVEL FILL (1 CU FT. MIN) 7"x10"x5/16" PLASTIC LAMINATED SIGN. RED LETTERS W/WHITE BACKGROUND. ATTACH W/ 1/4" GALV U-BOLT. SIGN TO READ "DANGER - DO NOT DRINK THIS WATER" NOTE: HOSE RACK REQUIRED AT ALL YARD HYDRANTS GALV. STL. TO HV 1'-6" ENGINEER NO.

APP. DATE BY DATE NO PACE JOB NO. C058-10REVISIONS SHEET Xrefs: C058-00 36X24.dwg
w:\C058\engineering\C058-10\sheets\C058-10-CX.X STD-CIVIL DETAILS-1.dwg - Tab: C10.1 - by mmills on 11/21/25 at 11:14:06 AM Dimscale = 1; LTscale = 1; PSltscale = 1; ACAD Ver. = 24.2s (LMS Tech); Visretain = 1 42% PLANS - ISSUED FOR REVIEW
17520 Newhope Street, Suite 200 | Fountain Valley, CA 92708 P: (714) 481-7300 | www.pacewater.com
Advanced Water Engineering
PREPARED BY:

CALIFORNIA
OWNER:

KINGS COUNTY
SHEET TITLE:

MANNER NOR USED FOR CONSTRUCTION UNLESS STAMPED "ISSUED FOR CONSTRUCTION".

THESE DRAWINGS ARE THE PROPERTY OF P.A.C.E. AND SHALL NOT BE REPRODUCED IN ANY

ANDY KOMOR
CXXXXX
PROJECT:
1" PREPARED BY:

REGISTERED PROFESSIONAL
EXPIRATION DATE:

XX/XX/XXXX
DRAWN BY:

T.G
DESIGN BY:

A.T.K
CHECKED BY:

A.T.K
SCALE:

AS SHOWN
DATE:

NOV 2025
1 2
3 4
5 C10.1

CIVIL DETAILS II

WATER AND SEWER TRENCH DETAILS STANDARD TRENCH TRENCH NEAR FILL SLOPE TRENCH IN TRAFFIC AREA LOCATOR WIRE A. WIRE TO BE #12 AWG INSULATED SINGLE STRAND COPPER. UF LISTED. B. WIRE TO BE CONTINUOUS BETWEEN VALVE BOXES. C. STRIP INSULATION FROM WIRE INSIDE VALVE BOX AND AT ALL SPLICES. D. BARE WIRE IS NOT TO TOUCH VALVES. E. WIRE TO BE TAPED TO THE TOP OF PIPE AT 5 FT. INTERVALS. F. USE 3M DBR/Y-6 SPLICE KIT FOR ALL SPLICES. NOTES: 1. FOR WATER MAINS 4" DIA TO 12" DIA PIPE SHALL BE AWWA C900 AND C909 PVC PIPE; CLASS RATING SHALL BE APPROVED BY T.U.D. PRIOR TO INSTALLATION. 2. FOR GRAVITY SEWER MAINS 4" DIA TO 15" DIA PIPE SHALL BE PVC SDR35 AND SHALL MEET ASTM D3034 STANDARDS. RUBBER SEALANT RINGS SHALL MEET ASTM D3212 REQUIREMENTS. CAMERA INSPECTION BY T.U.D. STAFF (OR EQUAL) SHALL BE REQUIRED FOR ALL SEWER LINES. 3. FOR SEWER FORCE MAINS 4" DIA OR GREATER, PIPE SHALL BE AWWA C900 CL150 PIPE; HIGHER CLASS RATING MAY BE REQUIRED BY T.U.D. ALL MAINS LESS THAN 4" DIA MUST BE APPROVED BY DISTRICT ENGINEER. 4. PRIOR TO INSTALLING GRAVITY SEWER PIPE, BOTTOM OF TRENCH SHALL BE COMPACTED AND INSPECTED. 5. WATER MAINS SHALL BE PRESSURE TESTED FOR CLASS OF PIPE AT LOWEST POINT IN WATERLINE WITH A 25 PSI MAX. DROP AT HIGH POINT. 6. TERRATAPE (2" WIDE LOCATING TAPE) TO BE LABELED " BURIED WATERLINE [SEWER LINE] BELOW - TUOLUMNE UTILITIES DISTRICT" (AVAILABLE AT T.U.D. OFFICE AT T.U.D. COST). 7. ALL TRENCHES OVER 5 FT. DEEP SHALL BE SLOPED, SHORED, BRACED, OR OTHERWISE SUPPORTED IN ACCORDANCE WITH CAL-OSHA REQUIREMENTS. T.U.D. ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF SUCH SUPPORT SYSTEMS. IN PAVED AREAS TRENCHES CAN NOT BE SIDE-SLOPED. 8. RELATIVE COMPACTION TO BE 90% OR GREATER IN THE HAUNCH AREA OF THE PIPE FROM THE SPRINGLINE TO THE BOTTOM OF THE PIPE. 9. GRAVITY SEWER ELBOWS SHALL BE SDR35 PVC "SLOW BANANA" BEND. OTHER ELBOWS MAY BE USED WITH PRIOR DISTRICT APPROVAL AND SHALL NOT EXCEED 22-1/2" IN ANY CASE. ALL OTHER SEWER FITTINGS SHALL BE CAST IRON. 10. ALL NATIVE MATERIAL REQUIRES DISTRICT APPROVAL PRIOR TO USE. CONTRACTOR SHALL USE OTHER APPROVED MATERIAL IF NEEDED TO MEET COMPACTION REQUIREMENTS. 11. USE TYPE "A" MATERIAL ( SEE T.U.D. SPECIFICATIONS) UNLESS OTHERWISE APPROVED BY DISTRICT. 12. ALL IMPORTED MATERIAL FOR AREAS UNDER T.U.D. JURISDICTION SHALL BE ASBESTOS FREE. ALL IMPORTED MATERIAL FOR AREAS UNDER COUNTY JURISDICTION SHALL COMPLY WITH THE COUNTY AIR POLLUTION CONTROL REQUIREMENTS REGARDING ASBESTOS. N.T.S A
1 2
3 6
7 11 NOT USED N.T.S
D N.T.S
E N.T.S
C
ENGINEER NO.

APP. DATE BY DATE NO PACE JOB NO. C058-10REVISIONS SHEET Xrefs: C058-00 36X24.dwg
w:\C058\engineering\C058-10\sheets\C058-10-CX.X STD-CIVIL DETAILS-2.dwg - Tab: C10.2 - by mmills on 11/21/25 at 11:14:10 AM Dimscale = 1; LTscale = 1; PSltscale = 1; ACAD Ver. = 24.2s (LMS Tech); Visretain = 1 42% PLANS - ISSUED FOR REVIEW
17520 Newhope Street, Suite 200 | Fountain Valley, CA 92708 P: (714) 481-7300 | www.pacewater.com
Advanced Water Engineering
PREPARED BY:

CALIFORNIA
OWNER:

KINGS COUNTY
SHEET TITLE:

MANNER NOR USED FOR CONSTRUCTION UNLESS STAMPED "ISSUED FOR CONSTRUCTION".

THESE DRAWINGS ARE THE PROPERTY OF P.A.C.E. AND SHALL NOT BE REPRODUCED IN ANY

ANDY KOMOR
CXXXXX
PROJECT:
1" PREPARED BY:

REGISTERED PROFESSIONAL
EXPIRATION DATE:

XX/XX/XXXX
DRAWN BY:

T.G
DESIGN BY:

A.T.K
CHECKED BY:

A.T.K
SCALE:

AS SHOWN
DATE:

NOV 2025
1 2
3 4
5 NOT USED NOT USED N.T.S
B NOT USED C10.2

CIVIL DETAILS III

8"
2"

MIN ALT TAIL-TYP
6"
2" ROUGHENED SURFACE #4 @ 24" OC @ < OF CURB OR 3" FROM EDGE OF PAD #4 CONT #4 @ 12" OC HORIZ @ EDGE OF PAD OR < CURB SEE PLANS 30" 6"
6" 1" 4" OR 6" DIA. POST EXISTING CONCRETE OR ASPHALT PAVEMENT FILL WITH GROUT AND CROWN TOP 6" REFLECTIVE ENGINEER'S TAPE (3M HIGH DENSITY YELLOW PRESSURE SENSITIVE TAPE OR APPROVED EQUIVALENT) 4" DIA. OR 6" DIA. x 6'-0" STEEL POST, SCHEDULE 40, GALVANIZEDEXISTING GRADE CLASS B CONCRETE PER SECT. 725 4" MIN. 4" MIN. BUILDING OR STRUCTURE 6" THK. 4000 PSI CONCRETE WITH MEDIUM BROOM FINISH. PAD SIZE PER PLANS SEE STRUCTURAL FOR REINFORCEMENT SLOPE 2% SEALANT EXPANSION JOINT FILLER FINISHED GRADE, SEE PLANS SLOPE 2% 6" A.B. COMPACTED SUBGRADE 28.0 FS 28.0 FS 6"SD 6"SD 6" SCH-80 PVC 20' 28.0 FS 28.0 FS
S= 0.048
S= 0.048
S= 0.036
S= 0.036 WAS PUMP STATION CRANE STRUCTURAL COLUMN (TYP) 20' 6" SCH-80 PVC 3' x 3' x 3' DEEP PRECAST CATCH BASIN EL. 27.5 TG INV. EL. 24.33 2% ± WAS PUMP STATION INV. EL. 24.08 20' x 20' x 4" THK. PROCO 6" DUCK CONC. PAD BILL CHECK VALVE (OR APPROVED EQUAL) 6' 18" DIA. 2'-6" 6" 4'-0" FINISHED GRADE CLASS "C" CONCRETE 5" SCH. 40 GALV. STEEL PIPE PAD LOCK HASP TACK WELD TO STEEL PIPE AND BOLT TO CONCRETE ENCASEMENT. PAD LOCK SHALL HAVE A MIN. OF 3" CLEARANCE FROM FINISHED SURFACE. 4" SCH. 40 GALVANIZED STL. PIPE. WELD LIFTING HOOK ON TOP OF POST. PAINT WITH TWO COATS OF TNEMEC- MOULTON YELLOW 7-50-355. 2" TYP NOTE STEEL SHALL BE PAINTED A MINIMUM OF 2 FIELD COATS OF RED PRIMER RUST-OLEUM #769 AND 1- FINISH COAT OF YELLOW RUST-OLEUM #944 1'-4" 1/4 TYP PLAN (4) 4"x4"x1/2" GUSSET 1'-4" 16"x16"x1/2" STEEL PLATE 4" STEEL SCHEDULE 40 CONCRETE-FILLED PIPE 4'-0"(4) HILTI KWIK BOLT II 5/8 x 4-3/4 w/ 4" EMBEDMENT ELEVATION CONCRETE WALK BOLTED BOLLARD N.T.S.

D BOLLARD N.T.S.

E CONCRETE CONTAINMENT CURB N.T.S.

A N.T.S.

B REMOVABLE BOLLARD 3' x 3' x 3' DEEP PRECAST CATCH BASIN EL. 27.5 TG -A CONCRETE WASH DOWN PADPLAN SECTION - A NOTE: DETAIL SHOWN FOR REFERENCE ONLY. SEE MHCSD LC-19 N.T.S.

C N.T.S.

F
ENGINEER NO.

APP. DATE BY DATE NO PACE JOB NO. C058-10REVISIONS SHEET Xrefs: C058-00 36X24.dwg
w:\C058\engineering\C058-10\sheets\C058-10-CX.X STD-CIVIL DETAILS-3.dwg - Tab: C10.3 - by mmills on 11/21/25 at 11:14:28 AM Dimscale = 96; LTscale = 1; PSltscale = 1; ACAD Ver. = 24.2s (LMS Tech); Visretain = 1 42% PLANS - ISSUED FOR REVIEW
17520 Newhope Street, Suite 200 | Fountain Valley, CA 92708 P: (714) 481-7300 | www.pacewater.com
Advanced Water Engineering
PREPARED BY:

CALIFORNIA
OWNER:

KINGS COUNTY
SHEET TITLE:

MANNER NOR USED FOR CONSTRUCTION UNLESS STAMPED "ISSUED FOR CONSTRUCTION".

THESE DRAWINGS ARE THE PROPERTY OF P.A.C.E. AND SHALL NOT BE REPRODUCED IN ANY

ANDY KOMOR
CXXXXX
PROJECT:
1" PREPARED BY:

REGISTERED PROFESSIONAL
EXPIRATION DATE:

XX/XX/XXXX
DRAWN BY:

T.G
DESIGN BY:

A.T.K
CHECKED BY:

A.T.K
SCALE:

AS SHOWN
DATE:

NOV 2025
1 2
3 4
5 C10.3

CIVIL DETAILS IV

APP. DATE BY DATE NO JOB NO. C058 OF xx SHEETS

REVISIONS
TITLE
-- PROJECT ENGINEER

PREPARED BY
- R.E.E. NO.

EXP.

DRAWN
NC/BI

DESIGNED
BI

CHECKED
BI
SCALE
DATE
NOV. 2025
MANNER NOR BE USED FOR CONSTRUCTION UNLESS STAMPED "ISSUED FOR CONSTRUCTION".

THESE DRAWINGS ARE THE PROPERTY OF P.A.C.E. AND SHALL NOT BE REPRODUCED IN ANY SHEET Xrefs: C058-00 36X24 ELEC.dwg
w:\C058\engineering\C058-10\sheets\C058-10-E0.0.dwg - Tab: E0.0 - by jseo on 12/08/25 at 6:43:26 PM Dimscale = 24; LTscale = 1; PSltscale = 1; ACAD Ver. = 24.2s (LMS Tech); Visretain = 1 Advanced Water Engineering
17520 Newhope Street, Suite 200
P: (714) 481-7300 | www.pacewater.com
Fountain Valley, CA 92708
JOB

CA HANFORD

HANFORD
WWTF

UPGRADES
1"
43% DESIGN - ISSUED FOR REVIEW E0.0 ----

ELECTRICAL GENERAL
NOTES ELECTRICAL NOTES: 1. ELECTRICAL WORK SHALL COMPLY WITH THE NATIONAL ELECTRICAL CODE (2020), CALIFORNIA ELECTRICAL CODE (2022), BUILDING ENERGY EFFICIENCY STANDARDS TITLE 24 (2022), FEDERAL, STATE AND LOCAL JURISDICTION CODES. 2. ALL WORK SHALL BE DONE IN A NEAT, WORKMANLIKE, FINISHED AND SAFE MANNER, ACCORDING TO THE LATEST PUBLISHED NATIONAL ELECTRICAL CONTRACTOR'S ASSOCIATION STANDARDS OF INSTALLATION, UNDER COMPETENT SUPERVISION. 3. CONTRACTOR SHALL VISIT THE SITE PRIOR TO CONSTRUCTION TO BECOME FAMILIAR WITH EXISTING CONDITIONS AND ALL OTHER FACTORS WHICH MAY AFFECT THE EXECUTION OF THIS WORK. 4. CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGE TO EXISTING WALKS, WALLS, DRIVEWAYS, CURBS, ETC. DAMAGES SHALL BE REPAIRED BY THE CONTRACTOR TO THE SATISFACTION OF THE CITY AT NO ADDITIONAL COST TO THE CITY. 5. CONTRACTOR SHALL PAY FOR LOCAL FEES, PERMITS AND INSPECTIONS AS MAY BE REQUIRED AND PROVIDE A CERTIFICATE OF INSPECTION TO THE CITY. 6. LEAVE THE SITE CLEAN, REMOVE ALL DEBRIS, EMPTY CARTONS, TOOLS, CONDUIT, WIRE SCRAPS AND ALL MISCELLANEOUS SPARE EQUIPMENT AND MATERIALS USED IN THE WORK DURING CONSTRUCTION. 7. IT IS THE OBLIGATION OF THE CONTRACTOR TO ORGANIZE HIS WORK SO THAT A COMPLETE ELECTRICAL, INSTRUMENTATION, AND/OR CONTROL SYSTEM FOR THE FACILITY WILL BE PROVIDED AND SUPPORTED BY ACCURATE SHOP AND RECORD DRAWINGS, AND ALL O&M MANUALS. 8. ALL CABLES SHALL BE NEW, COPPER, RATED FOR 600V AND LISTED FOR ITS LOCATION WITH A MINIMUM TEMPERATURE RATING OF 75 DEG C WET AND 90 DEG C DRY; POWER CABLES SHALL BE TYPE XHHW-2 FOR UNDERGROUND/ABOVE GROUND, UNLESS NOTED OTHERWISE. 9. MINIMUM SIZE CONDUIT ABOVE GROUND SHALL BE 3/4", MINIMUM SIZE CONDUIT IN A DUCT BANK SHALL BE 2" AND MINIMUM SIZE CONDUIT DIRECT BURIED BELOW GROUND SHALL BE 1" UNLESS NOTED OTHERWISE. ALL CONDUITS FOR POWER AND LIGHTING SHALL CONTAIN A GROUNDING CONDUCTOR. 10. MINIMUM SIZE POWER CONDUCTORS SHALL BE #12 AWG UNLESS NOTED OTHERWISE. 11. ALL TERMINAL RATINGS SHALL HAVE A MINIMUM TEMPERATURE RATING OF 75 DEG C. CABLES SHALL BE DE-RATED PER NEC 110.14 (C). 12. CONDUIT SIZE SHALL BE AS SPECIFIED IN THE PLANS OR DETAILS. UNDERGROUND CONDUIT SHALL BE SCH 40 PVC ENCASED IN CONCRETE WITH PVC COATED GALVANIZED RIGID STEEL BENDS, ELBOWS AND TURN-UPS. EXPOSED CONDUIT IN PROCESS AREAS AND OUTDOORS SHALL BE PVC COATED GRS, UNLESS NOTED OTHERWISE. 13. EQUIPMENT AND WIRING METHODS IN PROCESS ROOMS SHALL BE RATED FOR CORROSIVE LOCATIONS, ENCLOSURES SHALL BE NEMA 4X SS. EQUIPMENT IN ELECTRICAL ROOMS SHALL BE NEMA 12 UNLESS NOTED OTHERWISE. OUTDOOR EXPOSED EQUIPMENT SHALL BE NEMA 4X SS; UNLESS NOTED OTHERWISE. 14. GROUND AND BOND ALL EQUIPMENT AND ENCLOSURES PER NEC ARTICLE 250 AND MANUFACTURER REQUIREMENTS. 15. CONTRACTOR SHALL PLAN AND INSTALL WORK IN SUCH A MANNER AS TO CONFORM TO THE STRUCTURE, AVOID OBSTRUCTIONS, PRESERVE HEADROOM AND KEEP OPENINGS AND PASSAGEWAYS CLEAR. 16. CONTRACTOR SHALL PROVIDE ALL LABOR, MATERIAL, ETC. NECESSARY FOR A COMPLETE AND WORKABLE ELECTRICAL SYSTEM WHETHER OR NOT THESE ITEMS ARE SPECIFICALLY NOTED ON THESE DRAWINGS. INCIDENTAL ITEMS NOT INDICATED ON THE DRAWINGS, NOR MENTIONED IN SPECIFICATIONS THAT CAN BE LEGITIMATELY AND REASONABLY INFERRED TO BELONG TO THE WORK DESCRIBED OR BE NECESSARY IN GOOD PRACTICE TO PROVIDE A COMPLETE SYSTEM, SHALL BE FURNISHED AND INSTALLED AS THOUGH ITEMIZED HERE IN EVERY DETAIL. 17. ALL TRENCHING, CONDUITS, ETC. SHALL BE ROUTED AND INSTALLED IN SUCH A MANNER THAT WILL NOT DAMAGE EXISTING FACILITIES OR UNDERGROUND UTILITIES. SHOULD DAMAGE OCCUR, IT WILL BE THE CONTRACTOR'S RESPONSIBILITY TO REPAIR DAMAGE TO THE SATISFACTION OF THE CITY OR INSPECTOR. 18. ALL CONDUIT RUNS SHOWN ON THIS PLAN ARE SCHEMATIC IN NATURE. THE CONTRACTOR SHALL MAKE SURE THAT ALL CONDUIT MEETS LOCAL AND STATE CODES. 19. WHEN CROSSING PATHWAYS OR SIDEWALKS, CONTRACTOR SHALL BORE UNDER EXISTING CONCRETE WALKS AND SAWCUT ASPHALT WALKS. ASPHALT WALKS AND CONCRETE SIDEWALKS TO BE REPLACED IN KIND. 20. CONTRACTOR SHALL GUARANTEE WORK INSTALLED UNDER THE CONTRACT TO BE FREE FROM DEFECTIVE WORKMANSHIP AND MATERIALS, USUAL WEAR EXPECTED, AND SHOULD ANY SUCH DEFECTS DEVELOP WITHIN A PERIOD OF ONE YEAR ACCEPTANCE OF THE PROJECT BY THE CITY, THE CONTRACTOR SHALL REPAIR AND/OR REPLACE ANY DEFECTIVE ITEMSAND DAMAGE RESULTING FROM FAILURE OF THESE ITEMS, AT NO EXPENSE WHATSOEVER TO THE CITY. 21. ALL CIRCUITS SHALL BE LEGIBLY IDENTIFIED AT THE PANEL, JUNCTION BOXES AND AT ALL EQUIPMENT IN A PERMANENT MANNER (I.E. ETCHED PLATES, CONDUCTOR TAG, PERMANENT MARKER, ETC.). THE LABELING SHALL INCLUDE PANEL CIRCUIT NUMBER, "TO" AND "FROM" IDENTIFICATION, AND MARKED "SPARE" WHERE APPLICABLE. 22. CONTRACTOR SHALL TEST ELECTRICAL SYSTEM FOR SHORT CIRCUITS AND MEGGER TEST FEEDERS AND BRANCH CIRCUIT WIRING. INSURE LOW IMPEDANCE GROUND PATH SYSTEM. PERFORM HIPOT TESTING WHEN REQUIRED BY LOCAL JURISDICTION. 23. CONTRACTOR SHALL COORDINATE ALL EQUIPMENT CONNECTIONS WITH EQUIPMENT SUPPLIER PRIOR TO ROUGH-IN. PROVIDE ADDITIONAL FUSED DISCONNECT SWITCHES AND CONTROLS IF OVERCURRENT PROTECTION OR CONTROLS ARE NOT INTEGRAL WITH UNITS. 24. FULL LOAD AMPS (FLA) SIZES, AS NOTED IN THESE DRAWINGS, ARE BASED ON SPECIFIED EQUIPMENT DATA. CONTRACTOR SHALL VERIFY NAMEPLATE FLA OF EQUIPMENT SUPPLIED AND COORDINATE ACCORDINGLY PER EQUIPMENT SUPPLIER'S RECOMMENDATIONS AND CODE REQUIREMENTS. 25. CONDUITS OR RACEWAYS INSTALLED IN AREAS WHERE ELEVATION OR TEMPERATURE CHANGES MAY CAUSE WATER OR MOISTURE TO ENTER THE ELECTRICAL EQUIPMENT THROUGH THE CONDUIT SHALL BE SEALED IN ACCORDANCE WITH NEC 300.5 (G) AND 300.7. 26. MATERIALS SHALL BE NEW AND OF THE BEST QUALITY WITH MANUFACTURER'S NAME PRINTED THEREON. MATERIALS SHALL BE MANUFACTURED IN ACCORDANCE WITH NEMA, ANSI, UNDERWRITER'S LABORATORY OR OTHER APPLICABLE STANDARDS AND RATED FOR HEAVY DUTY SERVICE. 27. SELECTION OF MATERIALS SHALL BE IN STRICT ACCORDANCE WITH THE DRAWINGS AND/OR SPECIFICATIONS. 28. THE SUBMITTALS SHALL BE NEATLY GROUPED AND ORGANIZED. PERTINENT INFORMATION SHALL BE HIGHLIGHTED, AND THE SPECIFIC PRODUCT SHALL BE IDENTIFIED. ALL SUBMITTALS SHALL BE COMPLETE, AND PRESENTED IN ONE PACKAGE. THE SUBMITTAL SHALL INCLUDE A COMPLETE LIST OF THE EQUIPMENT AND MATERIALS, INCLUDING THE MANUFACTURER'S NAME, PRODUCT SPECIFICATION, DESCRIPTIVE DATA, TECHNICAL LITERATURE, PERFORMANCE CHARTS, CATALOG CUTS, INSTALLATION INSTRUCTION, AND SPARE PART RECOMMENDATIONS FOR EACH DIFFERENT ITEM OF THE EQUIPMENT SPECIFIED. 29. VERIFY ALL CONDUIT FILL RATIOS, BOX FILLS, AND CONDUIT BENDS (MAX 360 DEGREES) ARE MET PER NEC REQUIREMENTS. INSTALL PULL BOXES AND DE-RATE CABLE AMPACITY AS NECESSARY. 30. CONTRACTOR TO READ ALL THE DRAWINGS IN THIS SET TO BECOME FAMILIARIZED WITH THE FULL ELECTRICAL SCOPE, INCLUDING BUT NOT LIMITED TO THE MECHANICAL, INSTRUMENTATION AND CIVIL DRAWINGS. 31. THESE DRAWINGS AND THE PROJECT SPECIFICATIONS ARE COMPLEMENTARY. WHERE THERE IS OVERLAP, THE MORE STRINGENT REQUIREMENT WILL TAKE PRECEDENCE. 32. CONTRACTOR SHALL VERIFY ALL CIRCUITS CONTAIN LESS THAN 5% VOLTAGE DROP. CONTRACTOR SHALL PROVIDE SHORT CIRCUIT ANALYSIS AND ARC FLASH STUDY, AS REQUIRED. 33. CONTRACTOR SHALL COORDINATE AND PERFORM WORK TO THE STANDARDS OF ALL APPLICABLE UTILITY COMPANIES, INCLUDING BUT NOT LIMITED TO UNDERGROUND ELECTRICAL LINES, GAS LINES AND WATER LINES. WHEN AN ISSUE OR DISCREPANCY ARISES, NOTIFY THE CITY AND ENGINEER IMMEDIATELY. 34. CONTRACTOR TO PROVIDE REQUIREMENTS FOR NFPA 70E, AS REQUIRED. 35. CONTRACTOR SHALL NOTIFY THE ENGINEER AND THE CITY WITH ANY DISCREPANCIES FOUND DURING INSTALLATION OR REVIEW. 36. LIGHTING SHALL BE INSTALLED TO PROVIDE A MINIMUM OF 30 FOOT CANDLES IN ALL INDOOR ROOMS. 37. ALL CONDUCTORS SHALL BE SIZED IN ACCORDANCE WITH NEC CODE. ALL POWER AND LIGHTING CONDUITS SHALL HAVE A GROUND WIRE, BE AT LEAST #12 XHHW-2, AND SIZED FOR PROPER AMPACITY DERATING AND CONDUIT FILL. CONDUCTORS FOR HOME RUN CIRCUITS SHALL BE #10 XHHW-2 MINIMUM SIZE, UNLESS NOTED OTHERWISE. 38. ALL 120V RECEPTACLES AND CIRCUITS SHALL BE GFCI PROTECTED, EITHER WITH A GFCI RECEPTACLE OR THROUGH A GFCI CIRCUIT BREAKER. 39. "CONTRACTOR" REFERENCED IN THESE DRAWINGS ARE REFERRING TO THE ELECTRICAL CONTRACTOR. 40. INSTALLATIONS SHALL BE MADE PER MANUFACTURER REQUIREMENTS AND RECOMMENDATIONS. 41. BARE GROUND CONNECTIONS EXPOSED TO THE ATMOSPHERE SHALL BE COVERED WITH GLYPTAL OR EQUIVALENT. 42. HAZARDOUS LOCATIONS SHALL BE INSTALLED PER ALL NEC CODE REQUIREMENTS. REFERENCE ALL HAZARDOUS PLAN SHEETS, DETAILS AND NOTES THROUGHOUT THIS SET. 43. FINAL CONDUIT CONNECTION TO MOTORS AND OTHER VIBRATING EQUIPMENT SHALL BE LFMC FOR A MAXIMUM OF 3 FEET, FOR VIBRATION CONCERNS. 44. ALL CONDUITS ENTERING OR LEAVING HAZARDOUS AREAS SHALL HAVE EYS SEALS AT BOTH ENDS. SEE HAZARDOUS PLANS. 45. CONTRACTOR SHALL PROVIDE DEFERRED SUBMITTALS FOR REVIEW FOR A FIRE ALARM SYSTEM AND SECURITY SYSTEM TO BE INSTALLED IN ALL BUILDINGS AT THE SITE AND FOR THE COMPLETE SITE. BOTH FIRE AND SECURITY SYSTEMS SHALL BE DESIGNED AND INSTALLED BY FIRMS SPECIALIZING IN THOSE SYSTEMS. CONTRACTOR SHALL INSTALL REQUIRED CONDUIT/WIRING FOR THOSE APPROVED SUBMITTALS.

APP. DATE BY DATE NO JOB NO. C058 OF xx SHEETS

REVISIONS
TITLE
-- PROJECT ENGINEER

PREPARED BY
- R.E.E. NO.

EXP.

DRAWN
NC/BI

DESIGNED
BI

CHECKED
BI
SCALE
DATE
NOV. 2025
MANNER NOR BE USED FOR CONSTRUCTION UNLESS STAMPED "ISSUED FOR CONSTRUCTION".

THESE DRAWINGS ARE THE PROPERTY OF P.A.C.E. AND SHALL NOT BE REPRODUCED IN ANY SHEET Xrefs: C058-00 36X24 ELEC.dwg
w:\C058\engineering\C058-10\sheets\C058-10-E0.1.dwg - Tab: E0.1 - by jseo on 09/26/23 at 9:08:30 AM Dimscale = 24; LTscale = 1; PSltscale = 1; ACAD Ver. = 24.2s (LMS Tech); Visretain = 1 Advanced Water Engineering
17520 Newhope Street, Suite 200
P: (714) 481-7300 | www.pacewater.com
Fountain Valley, CA 92708
JOB

CA HANFORD

HANFORD
WWTF

UPGRADES
1"
43% DESIGN - ISSUED FOR REVIEW E0.1 ----

LEGEND &
ABBREVIATIONS MANUAL MOTOR STARTER 120V, 20A SIMPLEX RECEPTACLE 120V, 20A SPST SWITCH FENCE EXISTING CONDUIT EXPOSED CONDUIT UNDERGROUND CONDUIT DUCTBANK UTILITY CONDUIT DUCTBANK CONDUIT RUN CONCEALED IN CEILING, FLOOR, OR ON WALLS GROUNDING ELECTRODE CONDUCTOR 120V, 20A 3-WAY SWITCH 120V, 20A 4-WAY SWITCH120V, 20A DUPLEX RECEPTACLE120V, 20A QUADRAPLEX RECEPTACLE 480V SIMPLEX RECEPTACLE (NUMBER

DENOTES CIRCUIT AMPS)
TELEPHONE OUTLET (RJ-11) 240V SIMPLEX RECEPTACLE (NUMBER DENOTES CIRCUIT AMPS) ETHERNET (10/100) OUTLET (RJ-45) COMBINATION TELEPHONE/ETHERNET (10/100) OUTLET (RJ-11 & RJ-45) ABOVE GROUND JUNCTION BOX FLOAT SWITCH LEVEL ELEMENT DISCONNECT SWITCH SOLENOID VALVE (ENERGIZED TO CLOSE) BUTTERFLY VALVE PUSHBUTTON CONTROL STATION CONDUIT SEAL-OFF FITTING LEVEL PROBES FUSED DISCONNECT SWITCH ENCLOSED CIRCUIT BREAKER SOLENOID VALVE (ENERGIZED TO OPEN) HANDHOLE FLOOR MOUNTED ETHERNET (10/100) OUTLET (RJ-45) CONDUCTIVITY SWITCH COMBINATION MOTOR STARTER EXISTING OVERHEAD ELECTRIC EXISTING UNDERGROUND ELECTRIC PLUG VALVE GATE VALVE MOTOR STARTER ANALYZER TRANSMITTER ALARM BEACON HORN PRESSURE SWITCH TEMPERATURE SWITCH UNDERGROUND JUNCTION BOX INTRUSION ALARM SWITCH THERMOSTAT MANHOLE PLAN LEGEND SINGLE LINE DIAGRAM AND SCHEMATIC LEGEND RV REDUCED VOLTAGE RVAT REDUCED VOLTAGE AUTO-TRANSFORMER SES SERVICE ENTRANCE SECTION SSS SOLID-STATE STARTER SR SIMPLEX RECEPTACLE SS SELECTOR SWITCH SP SURGE PROTECTOR SV SOLENOID VALVE SWBD SWITCHBOARD TB TERMINAL BLOCK TR TIME DELAY RELAY TC TIMECLOCK TM THERMAL MAGNETIC TRMTR TRANSMITTER TS TEMPERATURE SWITCH TSP TWISTED SHIELDED PAIR TWP TWISTED PAIR TYP TYPICAL UG UNDERGROUND

V VOLTS, VOLTAGE VM VOLTMETER VFD VARIABLE FREQUENCY DRIVE WP WEATHERPROOF TR,XMFR TRANSFORMER XP EXPLOSION PROOF A, AMP AMPERES AM AMMETER AC ALTERNATING CURRENT AIC AMPS INTERRUPTING CAPACITY ATS AUTOMATIC TRANSFER SWITCH BAT BATTERY BC BATTERY CHARGER

C COMMON CB CIRCUIT BREAKER CNTL CONTROL CPT CONTROL POWER TRANSFORMER CP CONTROL PANEL CR CONTROL RELAY CT CURRENT TRANSFORMER DC DIRECT CURRENT DR DUPLEX RECEPTACLE (E) EXISTING EC EDGE CONNECTOR EF EXHAUST FAN ETM ELAPSED TIME METER

F FUSE FB FUSE BLOCK (F) FUTURE FLTR FILTER FS FLOAT SWITCH FVNR FULL VOLTAGE NON REVERSING FVR FULL VOLTAGE REVERSING G, GND GROUND GFCI GROUND FAULT CIRCUIT INTERRUPTER HPS HIGH PRESSURE SODIUM HS HAND SWITCH ICP INSTRUMENTATION CONTROL PANEL ISR INTRINSICALLY SAFE RELAY I, IND INDICATOR INST INSTANTANEOUS KV KILOVOLT KVA KILOVOLT AMPERES KW KILOWATT LED LIGHT EMITTING DIODE LCD LIQUID CRYSTAL DISPLAY LA LIGHTNING ARRESTER LCP LOCAL CONTROL PANEL LPU LIGHTNING PROTECTION UNIT LOS LOCK OUT STOP LR LATCH RELAY LS LOAD SPLITTER MA MILLIAMPERES MB MAIN BREAKER MCC MOTOR CONTROL CENTER MCP MOTOR CIRCUIT PROTECTOR MOT MOTOR OVERTEMPERATURE MMS MOTOR MOISTURE SENSOR MS MOTOR STARTER N NEUTRAL NA NON AUTOMATIC (N) NEW N.I.C. NOT IN CONTRACT NP NAMEPLATE OT OVERTEMPERATURE O/L OVERLOAD DEVICE PB PUSHBUTTON PCB PRINTED CIRCUIT BOARD PC PROGRAMMABLE CONTROLLER PLC PROGRAMMABLE LOGIC CONTROLLER PL-1 PILOT LIGHT 1 PFR PHASE/POWER FAIL RELAY PNL PANEL POT POTENTIOMETER PR PAIR CABLE PS PRESSURE SWITCH PT POTENTIAL TRANSFORMER PTT PUSH TO TEST PVC POLYVINYL CHLORIDE PWR POWER RR RUN RELAY ABBREVIATION LIST LEVEL TRANSDUCER PHOTOCELL FIELD WIRING PANEL WIRING COMMUNICATIONS WIRING H PUSH-TO-TEST PILOT LIGHT (LETTER DENOTES COLOR) PILOT LIGHT (LETTER DENOTES COLOR) CONTROL RELAY PRESSURE SWITCH (N.O.) CLOSES ON RISING LEVEL PRESSURE SWITCH (N.C.) OPENS ON RISING LEVEL TIMING RELAY, (N.O.) CONTACT TIME TO CLOSE (ON DELAY TIMER)TIMING RELAY, (N.C.) CONTACT TIMETO OPEN (ON DELAY TIMER)TIMING RELAY, (N.O.) CONTACT TIMETO OPEN (OFF DELAY TIMER) FLOAT SWITCH (N.C.) OPENS ON RISING LEVEL FLOAT SWITCH (N.O.) CLOSES ON RISING LEVEL TEMPERATURE SWITCH (N.C.) OPENS ON RISING LEVEL TEMPERATURE SWITCH (N.O.) CLOSES ON RISING LEVEL TIMING RELAY, (N.C.) CONTACT TIME TO CLOSE (OFF DELAY TIMER) FLOW SWITCH (N.C.) OPENS ON RISING LEVEL FLOW SWITCH (N.O.) CLOSES ON RISING LEVEL CABLE (MULTICONDUTOR SHIELDED) CIRCUIT BREAKER WITH DOOR OPERATED HANDLE CIRCUIT BREAKER CONTACT (N.O.) CONTACT (N.C.)
PUSHBUTTON (N.O.) MOMENTARY CLOSE PUSHBUTTON (N.C.) MOMENTARY OPEN 2-POSITION SELECTOR SWITCH 3-POSITION SELECTOR SWITCH (HAND-OFF-AUTO) LOCKOUT STOP PUSHBUTTON DISCONNECT SWITCH (N.C.) DISCONNECT SWITCH (N.O.) EARTH GROUND CONNECTION GROUND ROD AND WELL OVERLOAD (ELECTRONIC TYPE) THERMAL OVERLOAD (BI-METALLIC) FUSED TERMINAL BLOCK NEUTRAL BUS TERMINAL BLOCK FIELD TERMINATION MAIN LUG ONLY POWER DISTRIBUTION BLOCK HEATER MOTOR STARTER CONTACTOR COIL GROUND BUS COIL/INDUCTOR POWER TRANSFORMER BUZZER HORN PUSH-PULL EMERGENCY STOP PUSHBUTTON ELAPSED TIME METER METER & CURRENT TRANSFORMER WATT HOUR METER AND SOCKET PHASE FAILURE RELAY TIME DELAY RELAY LATCHING RELAY CONTROL RELAY INTERNAL CONTACT (N.O.) SOLENOID RESISTOR DIODE METAL OXIDE VARISTOR INDICATING FUSE HOLDER AMPERE SIZE SHOWN LIGHTNING ARRESTER DRAWING REFERENCE LOCATION SYMBOL SHEET NOTE TAG EDGE CONNECTOR CONDUIT DESIGNATION INSTRUMENTATION I/O POINT REFERENCE PLC, I/O RACK, OR ANNUNCIATOR PANEL EQUIPMENT TAG REFERENCE INTERNAL CONTACT (N.C.) EDGE CONNECTORS INTRINSICALLY SAFE RELAY CAPACITOR BATTERY 240V, 20A SIMPLEX RECEPTACLE DRAWOUT CIRCUIT BREAKER 480V, DUPLEX RECEPTACLE FLOODLIGHT WITH RECEPTACLE ABOVE GROUND TERMINAL BOX LIMIT SWITCH (N.C.) LIMIT SWITCH (N.O.) LIMIT SWITCH (N.O. HELD CLOSED) LIMIT SWITCH (N.C. HELD OPEN)

TRANSFER SWITCH CONTROLLER MCC- P3S SEE DWG E1.2 MCC- C1S SEE DWG E1.5 ELEC BLDG NO. 4 MCC-P3N SEE DWG E4.7 SCADA PLC ELECTRONIC METERING TRANSFORMER 'T-3' 12KV-480/277V, 3ɸ 2500KVA / 2750KVA (OA/FA) Z = 5.75% FROM 12KV SWGR 'MSGA' FEEDER (DWG E4.1) 600 AF 600 AT GENERATOR MANAGEMENT RELAY SEE NOTE 3 PER SPEC SECTION 16233 SPACE
SPACE 3A 1C 2A-2D DISTRIBUTION SWITCHBOARD NO. 3 480V, 3ɸ, 3W, 3000A, 85KA BUS P0070
2-3"C, 6-350MCM, 2# 1/0 GRD
P0062
3-3"C, (SPARE)
P0060
2-3"C, 6-350MCM, 2# 1/0 GRD
P0061
3-3"C, 9-350MCM, 3#1/0 GRD
P0050 SST
R P0051 (9) 3 1/2"C., (9-SETS) [(3)500 MCM, (1) 250 MCM] 25 90 1 2
3 SPARE SPACE P3N BREAKER MCC-P3S BREAKER 1500/5 1500/5 1 EYC 3000/5
3 P0020
9-3 1/2"C,
27-500MCM,
9-350MCM GND SPACE SPACE SPACE SPACE METER PTS 1" C, 8#14, (NOTE 3) 1750KW STANDBY GENERATOR 'G2' 1" C, 2#16TSP, (NOTE 2) 500KCMIL 25 3200AF 3000AT 3200AF 3000AT 2 600 AF 600 AT EB NO. 4 C1S FUTURE INSTR FUTURE PT'S FUTURE TRANSFER SWITCH CONTROL MAIN BREAKER FUTURE GEN SET BREAKER 5A 4A 2A2B2C2D 1C 5B5C5D 4D4C4B 3A3B3C 22" 22" 22" 42" 44" 6'-6"
96" SWBD-A SEE DWG E1.4
SPACE 600 AF 600 AT 600 AF 600 AT
4 (3 - 500KCMIL, 1 - #2/0 GND, 3"C) 1600 AF 1400 AT CENTER- FUGE xx AF xx AT P0063 38'' 38'' 30'' 22'' 22''
60"
92"
APP. DATE BY DATE NO JOB NO. C058 OF xx SHEETSREVISIONS TITLE
-- PROJECT ENGINEER

PREPARED BY
- R.E.E. NO.

EXP.

DRAWN
NC/BI

DESIGNED
BI

CHECKED
BI
SCALE
DATE
NOV. 2025
MANNER NOR BE USED FOR CONSTRUCTION UNLESS STAMPED "ISSUED FOR CONSTRUCTION".

THESE DRAWINGS ARE THE PROPERTY OF P.A.C.E. AND SHALL NOT BE REPRODUCED IN ANY SHEET Xrefs: C058-00 36X24 ELEC.dwg
w:\C058\engineering\C058-10\sheets\C058-10-E1.0.dwg - Tab: E1.0 - by jseo on 12/10/25 at 10:54:27 AM Dimscale = 24; LTscale = 1; PSltscale = 1; ACAD Ver. = 24.2s (LMS Tech); Visretain = 1 Advanced Water Engineering
17520 Newhope Street, Suite 200
P: (714) 481-7300 | www.pacewater.com
Fountain Valley, CA 92708
JOB

CA HANFORD

HANFORD
WWTF

UPGRADES
1"
43% DESIGN - ISSUED FOR REVIEW E1.0 ----
SWGR-3 SINGLE LINE
DIAGRAM 1. NOT USED 2. POWER MONITORING TO SCADA. 3. LOAD SHEDDING CONTROLS NOTES (AS-BUILTS): GENERAL NOTES: 1. GREY ITEMS ARE EXISTING AND SHOULD BE PROTECTED IN PLACE. ALL BOLD ITEMS INDICATE NEW INSTALLATIONS. 2. EXISTING INFORMATION REFERENCED FROM RECORD DRAWINGS DATED AUGUST 2004 BY CAROLLO ENGINEERS. SEE PROJECT NUMBER 6132A.10 RECORD DRAWINGS AND VERIFY ALL EXISTING CONDITIONS FIRST. CONTRACTOR SHALL CONFIRM EXISTING SITE CONDITIONS AND EXISTING ELECTRICAL EQUIPMENT/LOADS AS SHOWN ON THESE AS-BUILTS. IF ANY DISCREPANCIES ARISE, NOTIFY THE OWNER AND ENGINEER IMMEDIATELY. 3. GROUND AND BOND ALL ENCLOSURES PER MANUFACTURER/CODE REQUIREMENTS. 4. SEE CONDUIT SCHEDULE, PLAN LAYOUTS, AND PANEL LOAD DRAWINGS FOR FURTHER CIRCUIT INFORMATION. 5. NOT ALL EQUIPMENT AND WIRING ARE SHOWN ON THIS DIAGRAM. REFERENCE DRAWINGS IN THE ELECTRICAL SET AND ENTIRE PROJECT TO COMPLETELY UNDERSTAND THE SCOPE OF ELECTRICAL WORK. 6. DRAWINGS ARE DIAGRAMMATIC AND DO NOT REFLECT ACTUAL ROUTING. CONTRACTOR SHALL INSTALL PULLPOINTS WHERE REQUIRED FOR PULLING TENSION AND MAINTAINING LESS THEN (4) 90 DEGREE BENDS. 7. CONDUIT SIZE SHALL BE AS SPECIFIED IN THE PLANS OR DETAILS. UNDERGROUND CONDUIT SHALL BE SCH 40 PVC ENCASED IN CONCRETE WITH PVC COATED GALVANIZED RIGID STEEL BENDS, ELBOWS AND TURN-UPS. ABOVE GROUND CONDUIT OUTDOORS SHALL BE PVC COATED GRS. ABOVE GROUND CONDUIT INDOORS SHALL BE GALVANIZED RIGID STEEL. 8. ALL EQUIPMENT/ENCLOSURES INSIDE ELECTRICAL ROOMS SHALL BE NEMA 12 U.N.O. 9. WHEN REQUIRED CONTRACTOR SHALL PROVIDE STRUCTURAL DESIGN CALCULATIONS FOR MOUNTING AND ANCHORING OF FABRICATED ASSEMBLIES AND SUPPORT STRUCTURES, SIGNED AND SEALED BY A REGISTERED PROFESSIONAL ENGINEER (CIVIL/STRUCTURAL) CURRENTLY LICENSED IN THE SAME STATE AS THE FINAL INSTALLATION. CALCULATIONS SHALL INCLUDE SEISMIC CONSIDERATIONS FOR THE LOCATION OF INSTALLATION. 10. INSTALL EQUIPMENT PER MANUFACTURER REQUIREMENTS, SEE MECHANICAL PLANS. INSTALL A 1600AF/1400AT CIRCUIT BREAKER MATCHING THE EXISTING TYPE AND MODEL CIRCUIT BREAKERS. CONSTRUCTION NOTES: 1 1 INSTALL A NEW SWITCHBOARD, 480V, 3-PH, 65KAIC, 1600A BUS, 1600A MAIN (LSIG & MAINTENANCE SWITCH PER NEC 240.87 (B)(3)), NEMA 1, PAD-MTD, EATON POW-E-LINE XPERT OR APPROVED EQUAL. 2 EXISTING SWITCHGEAR NO.3 (SWGR-3) ELEVATION NTS SPACE MCC P3S SWBD-A CENTRIFUGE SPACE TRANSFER SWITCH CONTROL MAIN BKR GEN BKR INSTRUMENTATION 1B1A 2A INSTRUMENTATION 2B 3A3B3C 4A4B4C EB NO. 4 4D SPARE MCC P3N SPACE 5A5B5C MCC C1S 5D EXISTING SWITCHGEAR NO.3 (SWGR-3) ELEVATION 1

400 AF 350 AT 1M 1C 2L 3B 3E 4E 4C 4D 4M MCP
7 150 AF 20 AT 150 AF 20AT 150 AF 30 AT MCP 50 MCP 100 150 AF 20 AT PANEL MPZ

MINI POWER ZONE
SPARE
P: 1E13 P3N-052
2"C, 3#6, 1#8 GND.

SPACE
AERATOR #2
P: 1E07
P0070
SEE DWG E4.3
P3N-012
2 (3#350MCM, 1 #4/0 GND, 3"C)
C3N-012A
1"C, 2#12
C3N-012B
1"C, 2#12
C3N-012C
1"C, 10#12
C3N-012D
1"C, 2#12
C3N-012
2"C., 16#12
C3N-012E
8#14
P3N-041B
3"C.,3#8, 1#8 GND, 16#12
C3N-041E
P3N-050
3/4"C, 3#12, 1#12 GND.

P3N-051
3/4"C, 3#10, 1#10 GND. MOTOR CONTROL CENTER MCC-P3N 480V, 3ɸ, 3W, 600A BUS, 65KAIC (FUT) VFD C3N-041D
1"C, 2#12
C3N-041C
1"C, 2#12
C3N-041B
1"C, 2#12
P3N-041
3#8, 1#8 GND
C3N-041
1"C, 16#12
10#14
SPACE TFR-3N 480- 120/240V 1ɸ 5KVA TS 05-LCP-012 FSL LS MS TS 13-LCP-010 RAS PUMP #5
FUTURE 30A
2 30A 5F 5S
(NOTE 5)
2 INCOMING FROM
SWITCHGEAR #3
J TB
05-AER-012
S: E5.6
SUB PUMP #1
P: 1E13
13-PMP-010
DECANT
S: E5.2
HEATER
P: 1E06
07-EUH-001
10 KW
HEATER
P: 1E06
07-EUH-002
15 KW
1 1'-8" 2'-4" 1'-8" 1'-8" 1'-8"
1'-9"
7'-6"
APP. DATE BY DATE NO JOB NO. C058 OF xx SHEETSREVISIONS TITLE
-- PROJECT ENGINEER

PREPARED BY
- R.E.E. NO.

EXP.

DRAWN
NC/BI

DESIGNED
BI

CHECKED
BI
SCALE
DATE
NOV. 2025
MANNER NOR BE USED FOR CONSTRUCTION UNLESS STAMPED "ISSUED FOR CONSTRUCTION".

THESE DRAWINGS ARE THE PROPERTY OF P.A.C.E. AND SHALL NOT BE REPRODUCED IN ANY SHEET Xrefs: C058-00 36X24 ELEC.dwg
w:\C058\engineering\C058-10\sheets\C058-10-E1.1D.dwg - Tab: E1.1D - by jseo on 11/24/25 at 5:22:34 PM Dimscale = 24; LTscale = 1; PSltscale = 1; ACAD Ver. = 24.2s (LMS Tech); Visretain = 1 Advanced Water Engineering
17520 Newhope Street, Suite 200
P: (714) 481-7300 | www.pacewater.com
Fountain Valley, CA 92708
JOB

CA HANFORD

HANFORD
WWTF

UPGRADES
1"
43% DESIGN - ISSUED FOR REVIEW E1.1D ----
MCC-P3N SINGLE LINE
DIAGRAM - DEMO 1. DISCONNECT SWITCHES SHALL BE NEMA 4X. 2. "S:" INDICATES THE APPLICABLE SCHEMATIC DIAGRAM NUMBER AND "P:" INDICATES THE PLAN DRAWING WHERE THE EQUIPMENT IS SHOWN. 3. MCC OVERALL DIMENSIONS SHOWN ARE MAXIMUM ALLOWED. 4. LOW SPEED, HIGH SPEED SWITCHES. 5. RUN CIRCUIT C3N-010C, C3N-020C, C3N-030C, C3N-040C, C3N-012E, C3N-041E IN 3'C BETWEEN THE MCC AND PLC. NOTES (AS-BUILT): MCC-P3N FRONT ELEVATION VFD 200 GENERAL NOTES: 1. GREY ITEMS ARE EXISTING AND SHOULD BE PROTECTED IN PLACE. ALL BOLD ITEMS INDICATE NEW INSTALLATIONS. 2. EXISTING INFORMATION REFERENCED FROM RECORD DRAWINGS DATED AUGUST 2004 BY CAROLLO ENGINEERS. SEE PROJECT NUMBER 6132A.10 RECORD DRAWINGS AND VERIFY ALL EXISTING CONDITIONS FIRST. CONTRACTOR SHALL CONFIRM EXISTING SITE CONDITIONS AND EXISTING ELECTRICAL EQUIPMENT/LOADS AS SHOWN ON THESE AS-BUILTS. IF ANY DISCREPANCIES ARISE, NOTIFY THE OWNER AND ENGINEER IMMEDIATELY. 3. GROUND AND BOND ALL ENCLOSURES PER MANUFACTURER/CODE REQUIREMENTS. 4. CONTRACTOR TO CONFIRM AVAILABLE FAULT CURRENT WITH UTILITY PRIOR TO ORDERING EQUIPMENT. 5. SEE CONDUIT SCHEDULE, PLAN LAYOUTS, AND PANEL LOAD DRAWINGS FOR FURTHER CIRCUIT INFORMATION. 6. NOT ALL EQUIPMENT AND WIRING ARE SHOWN ON THIS DIAGRAM. REFERENCE DRAWINGS IN THE ELECTRICAL SET AND ENTIRE PROJECT TO COMPLETELY UNDERSTAND THE SCOPE OF ELECTRICAL WORK. 7. DRAWINGS ARE DIAGRAMMATIC AND DO NOT REFLECT ACTUAL ROUTING. CONTRACTOR SHALL INSTALL PULLPOINTS WHERE REQUIRED FOR PULLING TENSION AND MAINTAINING LESS THEN (4) 90 DEGREE BENDS. 8. CONDUIT SIZE SHALL BE AS SPECIFIED IN THE PLANS OR DETAILS. UNDERGROUND CONDUIT SHALL BE SCH 40 PVC ENCASED IN CONCRETE WITH PVC COATED GALVANIZED RIGID STEEL BENDS, ELBOWS AND TURN-UPS. ABOVE GROUND CONDUIT OUTDOORS SHALL BE PVC COATED GRS. ABOVE GROUND CONDUIT INDOORS SHALL BE GALVANIZED RIGID STEEL. 9. ALL EQUIPMENT/ENCLOSURES INSIDE ELECTRICAL ROOMS SHALL BE NEMA 12 U.N.O. 10. WHEN REQUIRED CONTRACTOR SHALL PROVIDE STRUCTURAL DESIGN CALCULATIONS FOR MOUNTING AND ANCHORING OF FABRICATED ASSEMBLIES AND SUPPORT STRUCTURES, SIGNED AND SEALED BY A REGISTERED PROFESSIONAL ENGINEER (CIVIL/STRUCTURAL) CURRENTLY LICENSED IN THE SAME STATE AS THE FINAL INSTALLATION. CALCULATIONS SHALL INCLUDE SEISMIC CONSIDERATIONS FOR THE LOCATION OF INSTALLATION. 11. INSTALL EQUIPMENT PER MANUFACTURER REQUIREMENTS, SEE MECHANICAL PLANS. DEMOLISH AND REPLACE EQUIPMENT PER E1.1 CONSTRUCTION NOTES: 1 1 A
BC
D
E
FG
H
JK
LM 1C 1F1K1M 2L 3B3E3M 4B4C4D4E4G4J4L4M 5L5H EXISTING MCC-P3N 1C INCOMING LINE FROM SWITCHGEAR #3 1F METERING 1K TVSS 1M SPACE 2L AERATOR #2 (05-AER-012) 3B SPACE 3E DECANT SUB PUMP #1 (13-PMP-010) 3M SPACE 4B SPARE SIZE #2 4C 10 KW HEATER (07-EUH-001) 4D 15 KW HEATER (07-EUH-002) 4E FEEDER FOR FUTURE RAS PUMP #5 4G SPACE 4J SPACE 4L SPACE 4M TFR-3N 5H FUTURE RAS PUMP 5L FUTURE LOAD FILTER FOR RAS PUMP SCALE: 1" = 1'-0" MCC-P3N SINGLE LINE DIAGRAM SCALE: NTS 1 1

150 AF 35 AT 1M 1C 2L 3B 3E 4C 4D 4M 5L MCP
7 150 AF 20AT 150 AF 30 AT MCP 50 MCP 100 150 AF 20 AT PANEL MPZ

MINI POWER ZONE
SPARE
P3N-052
2"C, 3#6, 1#8 GND.

SPACE
P0070
SEE DWG E1.0
P3N-041B
3"C.,3#8, 1#8 GND, 16#12
C3N-041E
P3N-050
3/4"C, 3#12, 1#12 GND.

P3N-051
3/4"C, 3#10, 1#10 GND. MOTOR CONTROL CENTER MCC-P3N 480V, 3ɸ, 3W, 600A BUS, 65KAIC C3N-041D
1"C, 2#12
C3N-041C
1"C, 2#12
C3N-041B
1"C, 2#12
P3N-041
3#8, 1#8 GND
C3N-041
1"C, 16#12
10#14 TFR-3N 480- 120/240V 1ɸ 5KVA LS MS TS 13-LCP-010 30A 2 30A
2 INCOMING FROM
SWITCHGEAR #3 TB
SUB PUMP #1
13-PMP-010
DECANT
HEATER
07-EUH-001
10 KW
HEATER
07-EUH-002
15 KW
1 VFD
FACTORY CABLE 10 150 AF 35 AT VFD

FACTORY CABLE
C3N-XXXX
2"C., 16#14, 1#12GND TS & MS XX-LCP-XXX
MIXER 2B
P: 1EXX
##-MXR-###
S: EXX
MIXER 2A
P: 1EXX
##-MXR-###
S: EXX LOAD REACTOR LOAD REACTOR LINE REACTOR LINE REACTOR xxx150 AF 30 AT SPACE
F
P3N-070
3#8, 1#8 GND
2#12 10 TS & MS
F
P3N-060
3#8, 1#8 GND
2#12

FACTORY CABLE
FACTORY CABLE 1-ETH C3S-XXXXPLC-6-OX
C3N-XXXX
2"C., 16#14, 1#12GND XX-LCP-XXX 1-ETH C3S-XXXXPLC-6-OX
1"C
1"C MCP15 3P
P3N-080E
1''C, 3#10, 1#10 GND

AUTOMATED

MIXED LIQUOR
GATE OX. DITCH #1
XX-MTR-XXX C3N-080E
1''C, 10#14
P3N-080,A,B,C,D
2''C, 3#10, 1#10 GND
1''C, 8#14
C3N-080, A,B,C,D XX-LCP-XXX PLC-6-OX
F MCP15 3P
P3N-090E
2''C, 3#10, 1#10 GND

AUTOMATED
IR GATE OX. DITCH #1

XX-MTR-XXX
C3N-090E
1''C, 10#14
P3N-090,A,B,C,D
2''C, 3#10, 1#10 GND
1''C, 8#14
C3N-090, A,B,C,D XX-LCP-XXX PLC-6-OX
F
5 5 4G 4L 1'-8" 2'-4" 1'-8" 1'-8" 1'-8"
1'-9"
7'-6"
APP. DATE BY DATE NO JOB NO. C058 OF xx SHEETSREVISIONS TITLE
-- PROJECT ENGINEER

PREPARED BY
- R.E.E. NO.

EXP.

DRAWN
NC/BI

DESIGNED
BI

CHECKED
BI
SCALE
DATE
NOV. 2025
MANNER NOR BE USED FOR CONSTRUCTION UNLESS STAMPED "ISSUED FOR CONSTRUCTION".

THESE DRAWINGS ARE THE PROPERTY OF P.A.C.E. AND SHALL NOT BE REPRODUCED IN ANY SHEET Xrefs: C058-00 36X24 ELEC.dwg
w:\C058\engineering\C058-10\sheets\C058-10-E1.1.dwg - Tab: E1.1 - by jseo on 12/08/25 at 6:40:35 PM Dimscale = 24; LTscale = 1; PSltscale = 1; ACAD Ver. = 24.2s (LMS Tech); Visretain = 1 Advanced Water Engineering
17520 Newhope Street, Suite 200
P: (714) 481-7300 | www.pacewater.com
Fountain Valley, CA 92708
JOB

CA HANFORD

HANFORD
WWTF

UPGRADES
1"
43% DESIGN - ISSUED FOR REVIEW E1.1 ----
MCC-P3N SINGLE LINE
DIAGRAM - PROPOSED 1. DISCONNECT SWITCHES SHALL BE NEMA 4X. 2. "S:" INDICATES THE APPLICABLE SCHEMATIC DIAGRAM NUMBER AND "P:" INDICATES THE PLAN DRAWING WHERE THE EQUIPMENT IS SHOWN. 3. MCC OVERALL DIMENSIONS SHOWN ARE MAXIMUM ALLOWED. 4. LOW SPEED, HIGH SPEED SWITCHES. 5. RUN CIRCUIT C3N-010C, C3N-020C, C3N-030C, C3N-040C, C3N-012E, C3N-041E IN 3'C BETWEEN THE MCC AND PLC.

NOTES (AS-BUILT): GENERAL NOTES: 1. GREY ITEMS ARE EXISTING AND SHOULD BE PROTECTED IN PLACE. ALL BOLD ITEMS INDICATE NEW INSTALLATIONS. 2. EXISTING INFORMATION REFERENCED FROM RECORD DRAWINGS DATED AUGUST 2004 BY CAROLLO ENGINEERS. SEE PROJECT NUMBER 6132A.10 RECORD DRAWINGS AND VERIFY ALL EXISTING CONDITIONS FIRST. CONTRACTOR SHALL CONFIRM EXISTING SITE CONDITIONS AND EXISTING ELECTRICAL EQUIPMENT/LOADS AS SHOWN ON THESE AS-BUILTS. IF ANY DISCREPANCIES ARISE, NOTIFY THE OWNER AND ENGINEER IMMEDIATELY. 3. GROUND AND BOND ALL ENCLOSURES PER MANUFACTURER/CODE REQUIREMENTS. 4. CONTRACTOR TO CONFIRM AVAILABLE FAULT CURRENT WITH UTILITY PRIOR TO ORDERING EQUIPMENT. 5. SEE CONDUIT SCHEDULE, PLAN LAYOUTS, AND PANEL LOAD DRAWINGS FOR FURTHER CIRCUIT INFORMATION. 6. NOT ALL EQUIPMENT AND WIRING ARE SHOWN ON THIS DIAGRAM. REFERENCE DRAWINGS IN THE ELECTRICAL SET AND ENTIRE PROJECT TO COMPLETELY UNDERSTAND THE SCOPE OF ELECTRICAL WORK. 7. DRAWINGS ARE DIAGRAMMATIC AND DO NOT REFLECT ACTUAL ROUTING. CONTRACTOR SHALL INSTALL PULLPOINTS WHERE REQUIRED FOR PULLING TENSION AND MAINTAINING LESS THEN (4) 90 DEGREE BENDS. 8. CONDUIT SIZE SHALL BE AS SPECIFIED IN THE PLANS OR DETAILS. UNDERGROUND CONDUIT SHALL BE SCH 40 PVC ENCASED IN CONCRETE WITH PVC COATED GALVANIZED RIGID STEEL BENDS, ELBOWS AND TURN-UPS. ABOVE GROUND CONDUIT OUTDOORS SHALL BE PVC COATED GRS. ABOVE GROUND CONDUIT INDOORS SHALL BE GALVANIZED RIGID STEEL. 9. ALL EQUIPMENT/ENCLOSURES INSIDE ELECTRICAL ROOMS SHALL BE NEMA 12 U.N.O. 10. WHEN REQUIRED CONTRACTOR SHALL PROVIDE STRUCTURAL DESIGN CALCULATIONS FOR MOUNTING AND ANCHORING OF FABRICATED ASSEMBLIES AND SUPPORT STRUCTURES, SIGNED AND SEALED BY A REGISTERED PROFESSIONAL ENGINEER (CIVIL/STRUCTURAL) CURRENTLY LICENSED IN THE SAME STATE AS THE FINAL INSTALLATION. CALCULATIONS SHALL INCLUDE SEISMIC CONSIDERATIONS FOR THE LOCATION OF INSTALLATION. 11. INSTALL EQUIPMENT PER MANUFACTURER REQUIREMENTS, SEE MECHANICAL PLANS. INSTALL A CIRCUIT BREAKER MATCH THE EXISTING TYPE AND MODEL CIRCUIT BREAKERS AND 6-PULS VFD WITH LINE AND LOAD REACTOR INSIDE THE MCC. CONTRACTOR IS RESPONSIBLE TO MAINTAIN OR RECERTIFY THE UL-LISTING OF THE MCC. CONSTRUCTION NOTES: 1 2 CONTRACTOR/OWNER TO CONFIRM IF STILL IN USE.
1 1 INSTALL A FULL-VOLTAGE NON REVERSIBLE MOTOR STARTER MATCHING THE EXISTING TYPE AND MODEL OF THE EXISTING STARTERS INSIDE THE MCC. CONTRACTOR IS RESPONSIBLE TO MAINTAIN OR RECERTIFY THE UL-LISTING OF THE MCC. 3 MCC-P3N FRONT ELEVATION SCALE: 1" = 1'-0" MCC-P3N SINGLE LINE DIAGRAM SCALE: NTS A
BC
D
E
FG
H
JK
LM 1C 1F1K1M 2L 3B3E3M 4B4C4D4E4G4J4L4M 5L EXISTING MCC-P3N 1C INCOMING LINE FROM SWITCHGEAR #3 1F METERING 1K TVSS 1M SPACE 2L MIXER 2B (XX-MXR-XXX) 3B SPACE 3E DECANT SUB PUMP #1 (13-PMP-010) 3M SPACE 4B SPARE SIZE #2 4C 10 KW HEATER (07-EUH-001) 4D 15 KW HEATER (07-EUH-002) 4E FEEDER FOR FUTURE RAS PUMP #5 4G AUTOMATED MIXED LIQUOR GATE OX. DITCH #1 XX-MTR-XXX 4J SPACE 4L AUTOMATED IR GATE OX. DITCH #1 XX-MTR-XXX 4M TFR-3N 5H - 5L MIXER 2A (XX-MXR-XXX) 1 1
1 1
3 3
2 2
3 3
3 3
4 INSTALL A 30A, 480V, NEMA 4X FUSED DISCONNECT SWITCH. 5 LOCAL CONTROL PANEL EQUIPPED WITH H-O-A, INDICATION LIGHTS AND LOCKABLE E-STOP. 4 4
4 5
5 5
4 5

VFD 200
APP. DATE BY DATE NO JOB NO. C058 OF xx SHEETSREVISIONS TITLE
-- PROJECT ENGINEER

PREPARED BY
- R.E.E. NO.

EXP.

DRAWN
NC/BI

DESIGNED
BI

CHECKED
BI
SCALE
DATE
NOV. 2025
MANNER NOR BE USED FOR CONSTRUCTION UNLESS STAMPED "ISSUED FOR CONSTRUCTION".

THESE DRAWINGS ARE THE PROPERTY OF P.A.C.E. AND SHALL NOT BE REPRODUCED IN ANY SHEET Xrefs: C058-00 36X24 ELEC.dwg
w:\C058\engineering\C058-10\sheets\C058-10-E1.2D.dwg - Tab: E1.2D - by jseo on 12/08/25 at 6:35:10 PM Dimscale = 24; LTscale = 1; PSltscale = 1; ACAD Ver. = 24.2s (LMS Tech); Visretain = 1 Advanced Water Engineering
17520 Newhope Street, Suite 200
P: (714) 481-7300 | www.pacewater.com
Fountain Valley, CA 92708
JOB

CA HANFORD

HANFORD
WWTF

UPGRADES
1"
43% DESIGN - ISSUED FOR REVIEW E1.2D ----
MCC-P3S SINGLE LINE
DIAGRAM - DEMO GENERAL NOTES: 1. GREY ITEMS ARE EXISTING AND SHOULD BE PROTECTED IN PLACE. ALL BOLD ITEMS INDICATE NEW INSTALLATIONS. 2. EXISTING INFORMATION REFERENCED FROM RECORD DRAWINGS DATED AUGUST 2004 BY CAROLLO ENGINEERS. SEE PROJECT NUMBER 6132A.10 RECORD DRAWINGS AND VERIFY ALL EXISTING CONDITIONS FIRST. CONTRACTOR SHALL CONFIRM EXISTING SITE CONDITIONS AND EXISTING ELECTRICAL EQUIPMENT/LOADS AS SHOWN ON THESE AS-BUILTS. IF ANY DISCREPANCIES ARISE, NOTIFY THE OWNER AND ENGINEER IMMEDIATELY.

P3S-019
2 (3#350MCM, 1 #4/0 GND, 3"C) DEMOLISH AND REPLACE EQUIPMENT PER E1.2 CONSTRUCTION NOTES: 1 1 3. GROUND AND BOND ALL ENCLOSURES PER MANUFACTURER/CODE REQUIREMENTS. 4. SEE CONDUIT SCHEDULE, PLAN LAYOUTS, AND PANEL LOAD DRAWINGS FOR FURTHER CIRCUIT INFORMATION. 5. NOT ALL EQUIPMENT AND WIRING ARE SHOWN ON THIS DIAGRAM. REFERENCE DRAWINGS IN THE ELECTRICAL SET AND ENTIRE PROJECT TO COMPLETELY UNDERSTAND THE SCOPE OF ELECTRICAL WORK. EXISTING MCC-P3S 1C INCOMING LINE FROM SWITCHGEAR #3 1F METERING 1K TVSS 1M SPACE 2L AERATOR #1 (05-AER-011) 3B MIXER #1 (05-MXR-011) 3E MIXER #2 (05-MXR-012) 3F SUMP PUMP #1 & 2 (07-PMP-060 & 70) 3G XFMR-2 3H HEAT PUMP (07-HP-001) 3J SPACE 3L EXHAUST FAN (07-EF-001) 4B SCUM PUMP #1 (06-PMP-030) 4E SCUM PUMP #2 (06-PMP-040) 4H SLDGE COLLEC. DRIVE #1 (06-DRV-031) 4L SLDGE COLLEC. DRIVE #2 (06-DRV-041) 5H FUTURE RAS PUMP #5 5L FUT. LOAD FILTER FOR RAS PUMP #5 6H FUTURE RAS PUMP #4 6L FUT. LOAD FILTER FOR RAS PUMP #4 7H RAS PUMP #3 (07-PMP-030) 7L LOAD FILTER FOR RAS PUMP #3 8H RAS PUMP #2 (07-PMP-020) 8L LOAD FILTER FOR RAS PUMP #2 9H RAS PUMP #1 (07-PMP-010) 9L LOAD FILTER FOR RAS PUMP #1 10A SUPPLY FAN (07-SF-001) 10B ELEC TRLY & CHN HOIST (07-HST-010) 10C HOIST 10E SPARE SIZE #1 10G SPARE SIZE #2 10J SPARE SIZE #1 10L SPARE SIZE #1 11B SPACE 11E SPACE 11H SPACE 11L SPACE 12B SPACE 12D SPACE 12F SPACE 12H SPACE 12K SPACE 12M SPACE MCC-P3S FRONT ELEVATION SCALE: 1/2" = 1'-0" 1'-8" 1'-8" 1'-8" 1'-8" 1'-8" 1'-8" 1'-8" 1'-8" 1'-8" 1'-8" 2'-4" 1'-8" 1'-9"
7'-6"
M
LK
JHG
FED
C
B
A 1M1K1F1C 2L 3L3J 3H3G3F3E 4B 3B 4E4H4L 5H 6L 5L 7H 6H 8L 7L 9H 8H 9L 10L 10J 10G 10E 10C 10B 10A 11B 11E 11H 11L 12M 12K 12H 12F 12D 12B 1 1 1M 1C 2L 9H 8H 7H 3B 3E 4H 4L 4B 4E 3F 3G 3H 3L 10A 10B 10C 6H 5H 3J

APP. DATE BY DATE NO JOB NO. C058 OF xx SHEETS

REVISIONS
TITLE
-- PROJECT ENGINEER

PREPARED BY
- R.E.E. NO.

EXP.

DRAWN
NC/BI

DESIGNED
BI

CHECKED
BI
SCALE
DATE
NOV. 2025
MANNER NOR BE USED FOR CONSTRUCTION UNLESS STAMPED "ISSUED FOR CONSTRUCTION".

THESE DRAWINGS ARE THE PROPERTY OF P.A.C.E. AND SHALL NOT BE REPRODUCED IN ANY SHEET Xrefs: C058-00 36X24 ELEC.dwg
w:\C058\engineering\C058-10\sheets\C058-10-E1.2.dwg - Tab: E1.2 - by jseo on 12/08/25 at 6:34:56 PM Dimscale = 24; LTscale = 1; PSltscale = 1; ACAD Ver. = 24.2s (LMS Tech); Visretain = 1 Advanced Water Engineering
17520 Newhope Street, Suite 200
P: (714) 481-7300 | www.pacewater.com
Fountain Valley, CA 92708
JOB

CA HANFORD

HANFORD
WWTF

UPGRADES
1"
43% DESIGN - ISSUED FOR REVIEW E1.2 ----
MCC-P3S SINGLE LINE
DIAGRAM I - PROPOSED GENERAL NOTES: 1. GREY ITEMS ARE EXISTING AND SHOULD BE PROTECTED IN PLACE. ALL BOLD ITEMS INDICATE NEW INSTALLATIONS. 2. EXISTING INFORMATION REFERENCED FROM RECORD DRAWINGS DATED AUGUST 2004 BY CAROLLO ENGINEERS. SEE PROJECT NUMBER 6132A.10 RECORD DRAWINGS AND VERIFY ALL EXISTING CONDITIONS FIRST. CONTRACTOR SHALL CONFIRM EXISTING SITE CONDITIONS AND EXISTING ELECTRICAL EQUIPMENT/LOADS AS SHOWN ON THESE AS-BUILTS. IF ANY DISCREPANCIES ARISE, NOTIFY THE OWNER AND ENGINEER IMMEDIATELY. 3. GROUND AND BOND ALL ENCLOSURES PER MANUFACTURER/CODE REQUIREMENTS. 4. CONTRACTOR TO CONFIRM AVAILABLE FAULT CURRENT WITH UTILITY PRIOR TO ORDERING EQUIPMENT. 5. SEE CONDUIT SCHEDULE, PLAN LAYOUTS, AND PANEL LOAD DRAWINGS FOR FURTHER CIRCUIT INFORMATION. 6. NOT ALL EQUIPMENT AND WIRING ARE SHOWN ON THIS DIAGRAM. REFERENCE DRAWINGS IN THE ELECTRICAL SET AND ENTIRE PROJECT TO COMPLETELY UNDERSTAND THE SCOPE OF ELECTRICAL WORK. MCC-P3S, 480V, 3PH, 3W, 600A BUS, 65KAIC FROM 'SWGR-3' (DWG E1.0) 150 AF 20 AT 3P VFD P3S-010A
1''C, 3#10, 1#10 GND 7.5 RAS PUMP #1 07-PMP-010
C3S-010A
3/4''C, 2#12
C3S-010B
3/4''C, 2#12
C3S-010C
1''C, 10#12 TS 07-LCP-010
10#14
C3S-010D SV
J
3/4''C, 2#12
C3S-010E
3/4''C, 2#12
C3S-010F PS PS
S3S-010
2PR#18
P3S-010
2''C, 3#10, 1-#10 GND
14#12 150 AF 20 AT 3P VFD
P3S-020A
1''C, 3#10, 1#10 GND 7.5 RAS PUMP #2 07-PMP-020
3/4''C, 2#12
C3S-020A
3/4''C, 2#12
C3S-020B
C3S-020C
1''C, 10#12 TS 07-LCP-020
10#14
C3S-020D SV
J
3/4''C, 2#12
C3S-020E
3/4''C, 2#12
C3S-020F PS PS
S3S-020
2PR#18
P3S-020
2''C, 3#10, 1-#10 GND
14#12 150 AF 20 AT 3P VFD
P3S-030A
1''C, 3#10, 1#10 GND 7.5 RAS PUMP #3 07-PMP-030
C3S-030A
1''C, 2#12
3/4''C, 2#12
C3S-030B
C3S-030C
1''C, 10#12 TS 07-LCP-010
10#14
C3S-030D SV
J
3/4''C, 2#12
C3S-030E
3/4''C, 2#12
C3S-030F PS PS
S3S-030
2PR#18
P3S-030
2''C, 3#10, 1-#10 GND
14#12 MCP50 3P
P3S-011A
1''C, 3#8, 1#8 GND 5.1 MIXER #1 05-MXR-011
3/4''C, 2#12
C3S-011A
3/4''C, 2#12
C3S-011B TS 05-LCP-013
10#14
C3S-011D MSH
J
C3S-011C
1''C, 10#12
P3S-011
2''C, 3-#8, 1#8 GND
14#12
S3S-011A MCP50 3P
P3S-012A
1''C, 3#8, 1#8 GND 5.1 MIXER #2 05-MXR-012
3/4''C, 2#12
C3S-012A
3/4''C, 2#12
C3S-012B TS 05-LCP-014
10#14
C3S-012D MSH
J
C3S-012C
1''C, 10#12
P3S-012
2''C, 3-#8, 1#8 GND
14#12 MCP
7 3P
P3S-042A
1''C, 3#12, 1#12 GND 0.75 SLUDGE COLLECTOR DRIVE #1 06-DRV-031 3/4''C, 2#12
C3S-042A
3/4''C, 2#12
C3S-042B TS
2#14
C3S-042E
2''C, 3#12, 1#12 GND
P3S-042
14#12 XS
C3S-042C
3/4''C, 2#12
C3S-042D
3/4''C, 2#12 XS XS
3/4''C, 2#12
C3S-042E ZS 06-LCP-031
S3S-042D
2''C, 12#12 MCP15 3P
P3S-050A
1''C, 8#12, 1#12 GND
5 SCUM PUMP #1 06-PMP-030
3/4''C, 2#12
C3S-050A
3/4''C, 6#12
C3S-050B MS
8#14
C3S-050D
P3S-050
2''C, 19#12, 1#12 GND LS
C3S-050C
3/4''C, 8#12 TB LSLS 06-LCP-030
S3S-050E SOV
3/4''C, 2#12 MCP15 3P
P3S-051A
1''C, 3#12, 1#12 GND
5 SCUM PUMP #2 06-PMP-040
3/4''C, 2#12
C3S-051A
3/4''C, 6#12
C3S-051B MS
8#14
C3S-051D
P3S-051
2''C, 19#12, 1#12 GND LS
C3S-051C
3/4''C, 8#12 TB LSLS 06-LCP-040
S3S-051E SOV
3/4''C, 2#12 150 AF 20 AT 3P
P3S-060A
3#12, 1#12 GND
2 SUMP PUMP #1 07-PMP-060
(TOP TO BOTTOM)
C3S-060B,C,D,E
2''C, 3#12, 1#12 GND
P3S-060 07-VCP-010
S3S-060
2''C, 14#12 TB
P3S-060
1''C, 3#12
1#12 GND
P3S-070A
3#12, 1#12 GND
2 SUMP PUMP #2 07-PMP-070 TB
P3S-070
1''C, 3#12
1#12 GND TBC3S-060A
2''C, 8#12 LSH LSH LSH LSH XFMR-2 480- 150 AF 50 AT 3P PANEL P3S3 30 KVA 120/208V 3Ø 2''C, 4#2, 1#4 GND
P3S-054A
2''C, 3#6, 1#8 GND
P3S-054 MCP
7 3P
P3S-043A
1''C, 3#12, 1#12 GND 0.75 SLUDGE COLLECTOR DRIVE #2 06-DRV-041 3/4''C, 2#12
C3S-043A
3/4''C, 2#12
C3S-043B TS
2#14
C3S-043E
2''C, 3#12, 1#12 GND
P3S-043
14#12 XS
C3S-043C
3/4''C, 2#12
C3S-043D
3/4''C, 2#12 XS XS
3/4''C, 2#12
C3S-043E ZS 06-LCP-041
S3S-043D
2''C, 12#12
P3S-056A
1''C, 3#12, 1#12 GND
2 HEAT PUMP 07-HP-001
P3S-056
2''C, 3#12, 1-#12 GND 150 AF 15 AT 3P 30A
C3S-056
3/4''C, 2#12 T
P3S-057A
1''C, 3#12, 1#12 GND 0.5 EXHAUST FAN 07-EF-001
P3S-057
2''C, 6#12, 1-#12 GND MCP
3 3P 30A
C3S-057
1''C, 6#12
J
4#14
C3S-057A
P3S-058A
1''C, 3#12, 1#12 GND 0.75 SUPPLY FAN 07-SF-001
P3S-058
2''C, 6#12, 1-#12 GND MCP
3 3P 30A
C3S-058
1''C, 6#12
J
4#14
C3S-058A
3/4''C, 2#12
C3S-058B T 3+1 ELECTRIC TROLLEY & CHAIN HOIST 07-HST-010 150 AF 20 AT 3P

FACTORY CABEL CONTROLLER
P3S-059
1''C, 3#12, 1#12 GND 30A RAS/WAS CHAIN HOIST 150 AF 40 AT 3P VFD 1''C, 3#8, 1#8 GND
P3S-040A 15 RAS PUMP #4 07-PMP-040
3/4''C, 2#14
C3S-040A
1''C, 10#14, 1#12 GND
C3S-040B TS 07-LCP-040
C3S-040D
3/4'', 1-ETH
P3S-040
2''C, 3#10, 1-#10 GND
2#12

SEE BELOW FOR CONTINUATION

SEE ABOVE FOR CONTINUATION
S3S-040C PSH
3/4''C, 2#14 INSTALL A CIRCUIT BREAKER MATCH THE EXISTING TYPE AND MODEL CIRCUIT BREAKERS AND 6-PULS VFD WITH LINE AND LOAD REACTOR INSIDE THE MCC. CONTRACTOR IS RESPONSIBLE TO MAINTAIN OR RECERTIFY THE UL-LISTING OF THE MCC. CONSTRUCTION NOTES: 1 2 INSTALL A LOCAL CONTROL PANEL NEMA 4 X, MATCHING EXITING RAS PUMP #1-#3. 1 5% LINE REACTOR LOAD REACTOR 150 AF 40 AT 3P VFD
1''C, 3#8, 1#8 GND
P3S-080A 15 RAS PUMP #5 07-PMP-080
3/4''C, 2#14
C3S-080A
1''C, 10#14, 1#12 GND
C3S-080B TS 07-LCP-080
C3S-080D
3/4'', 1-ETH
P3S-080
2''C, 3#10, 1-#10 GND
2#12
S3S-080C PSH
3/4''C, 2#14
1 5% LINE REACTOR LOAD REACTOR
2 2 PLC-6 PLC-6
SEE E1.3 FOR CONTINUATION
F
F
P0060
(NOTE 3)
(NOTE 4)
(NOTE 3)
(NOTE 4)
(NOTE 3)
(NOTE 4)
(NOTE 3)
(NOTE 3)
(NOTE 3)
(NOTE 3)
(NOTE 3)
(NOTE 3)
(NOTE 3)
(NOTE 3)
3 INSTALL A 30A, 480V, NEMA 4X FUSED DISCONNECT SWITCH. 3 3

APP. DATE BY DATE NO JOB NO. C058 OF xx SHEETS

REVISIONS
TITLE
-- PROJECT ENGINEER

PREPARED BY
- R.E.E. NO.

EXP.

DRAWN
NC/BI

DESIGNED
BI

CHECKED
BI
SCALE
DATE
NOV. 2025
MANNER NOR BE USED FOR CONSTRUCTION UNLESS STAMPED "ISSUED FOR CONSTRUCTION".

THESE DRAWINGS ARE THE PROPERTY OF P.A.C.E. AND SHALL NOT BE REPRODUCED IN ANY SHEET Xrefs: C058-00 36X24 ELEC.dwg
w:\C058\engineering\C058-10\sheets\C058-10-E1.3.dwg - Tab: E1.3 - by jseo on 12/08/25 at 6:35:07 PM Dimscale = 24; LTscale = 1; PSltscale = 1; ACAD Ver. = 24.2s (LMS Tech); Visretain = 1 Advanced Water Engineering
17520 Newhope Street, Suite 200
P: (714) 481-7300 | www.pacewater.com
Fountain Valley, CA 92708
JOB

CA HANFORD

HANFORD
WWTF

UPGRADES
1"
43% DESIGN - ISSUED FOR REVIEW E1.3 ----
MCC-P3S SINGLE LINE
DIAGRAM II - PROPOSED GENERAL NOTES: 1. GREY ITEMS ARE EXISTING AND SHOULD BE PROTECTED IN PLACE. ALL BOLD ITEMS INDICATE NEW INSTALLATIONS. 2. EXISTING INFORMATION REFERENCED FROM RECORD DRAWINGS DATED AUGUST 2004 BY CAROLLO ENGINEERS. SEE PROJECT NUMBER 6132A.10 RECORD DRAWINGS AND VERIFY ALL EXISTING CONDITIONS FIRST. CONTRACTOR SHALL CONFIRM EXISTING SITE CONDITIONS AND EXISTING ELECTRICAL EQUIPMENT/LOADS AS SHOWN ON THESE AS-BUILTS. IF ANY DISCREPANCIES ARISE, NOTIFY THE OWNER AND ENGINEER IMMEDIATELY. 3. GROUND AND BOND ALL ENCLOSURES PER MANUFACTURER/CODE REQUIREMENTS. 4. CONTRACTOR TO CONFIRM AVAILABLE FAULT CURRENT WITH UTILITY PRIOR TO ORDERING EQUIPMENT. 5. SEE CONDUIT SCHEDULE, PLAN LAYOUTS, AND PANEL LOAD DRAWINGS FOR FURTHER CIRCUIT INFORMATION. 6. NOT ALL EQUIPMENT AND WIRING ARE SHOWN ON THIS DIAGRAM. REFERENCE DRAWINGS IN THE ELECTRICAL SET AND ENTIRE PROJECT TO COMPLETELY UNDERSTAND THE SCOPE OF ELECTRICAL WORK. MCP15 3P P3S-090A
1''C, 3#12, 1#12 GND
5 SCUM PUMP #3 06-PMP-090
3/4''C, 2#14
C3S-090A
3/4''C, 6#14
C3S-090B TS
C3S-090D
1''C, 10#14
2''C, 3#12, 1#12 GND
P3S-090 LS
C3S-090C
1''C, 14#14 LSLS 06-LCP-090 MCP15 3P
SEE E1.2 FOR CONTINUATION INSTALL A FULL-VOLTAGE NON REVERSIBLE MOTOR STARTER MATCHING THE EXISTING TYPE AND MODEL OF THE EXISTING STARTERS INSIDE THE MCC. CONTRACTOR IS RESPONSIBLE TO MAINTAIN OR RECERTIFY THE UL-LISTING OF THE MCC. CONSTRUCTION NOTES: 1 2 LOCAL CONTROL PANEL EQUIPPED WITH H-O-A, INDICATION LIGHTS AND LOCKABLE E-STOP.

P3S-100A
1''C, 3#12, 1#12 GND
5 SCUM PUMP #4 06-PMP-100
3/4''C, 2#14
C3S-100A
3/4''C, 6#14
C3S-100B TS
C3S-100D
1''C, 10#14
P3S-100 LS
C3S-100C LSLS 06-LCP-100 MCP15 3P
P3S-110A
1''C, 3#12, 1#12 GND
5 SLUDGE COLLECTOR DRIVE #3 06-DRV-110
3/4''C, 2#14
C3S-110A
3/4''C, 2#14
C3S-110B TS
C3S-110G
1''C, 10#14
P3S-110 XSHA
C3S-110C
3/4''C, 2#14
C3S-110D
3/4''C, 2#14 XSHB XSHH
3/4''C, 2#14
C3S-110E ZC 06-LCP-110
S3S-110F
2''C, 14#14 PLC-6 PLC-6 PLC-6 MCP15 3P
P3S-120A
1''C, 3#12, 1#12 GND
5 SLUDGE COLLECTOR DRIVE #4 06-DRV-120
3/4''C, 2#14
C3S-120A
3/4''C, 2#14
C3S-120B TS
C3S-120G
1''C, 10#14
P3S-120
C3S-120C
3/4''C, 2#14
C3S-120D
3/4''C, 2#14
3/4''C, 2#14
C3S-120E ZS 06-LCP-120
S3S-120F
2''C, 14#14 PLC-6 MCP15 3P
P3S-130A
2''C, 3#12, 1#12 GND
5 AUTOMATED MIXED LIQUOR GATE OX. DITCH #2 06-MTR-130
C3S-130E
1''C, 10#14
2''C, 3#10, 1#10 GND
P3S-130
1''C, 8#14
C3S-130A,B,C,D 06-LCP-130 PLC-6-OX
F
F
F
F
F MCP15 3P
P3S-140A
2''C, 3#12, 1#12 GND
5 AUTOMATED IR GATE OX. DITCH #2 06-MTR-140
C3S-140E
1''C, 10#14
2''C, 3#10, 1#10 GND
P3S-140
1''C, 8#14
C3S-140A,B,C,D 06-LCP-140 PLC-6-OX
F EXISTING MCC-P3S 1C INCOMING LINE FROM SWITCHGEAR #3 1F METERING 1K TVSS 1M SPACE 2L SPARE 3B MIXER #1 (05-MXR-011) 3E MIXER #2 (05-MXR-012) 3F SUMP PUMP #1 & 2 (07-PMP-060 & 70) 3G XFMR-2 3H HEAT PUMP (07-HP-001) 3J SPACE 3L EXHAUST FAN (07-EF-001) 4B SCUM PUMP #1 (06-PMP-030) 4E SCUM PUMP #2 (06-PMP-040) 4H SLDGE COLLEC. DRIVE #1 (06-DRV-031) 4L SLDGE COLLEC. DRIVE #2 (06-DRV-041) 5H RAS PUMP #5 (07-PMP-080) 5L LOAD FILTER FOR RAS PUMP #5 6H RAS PUMP #4 (07-PMP-040) 6L LOAD FILTER FOR RAS PUMP #4 7H RAS PUMP #3 (07-PMP-030) 7L LOAD FILTER FOR RAS PUMP #3 8H RAS PUMP #2 (07-PMP-020) 8L LOAD FILTER FOR RAS PUMP #2 9H RAS PUMP #1 (07-PMP-010) 9L LOAD FILTER FOR RAS PUMP #1 10A SUPPLY FAN (07-SF-001) 10B ELEC TRLY & CHN HOIST (07-HST-010) 10C HOIST 10E SPARE SIZE #1 10G SPARE SIZE #2 10J SPARE SIZE #1 10L SPARE SIZE #1 11B SLDGE COLLEC. DRIVE #3 (06-DRV-110) 11E SLDGE COLLEC. DRIVE #4 (06-DRV-120) 11H SCUM PUMP #3 (06-PMP-090) 11L SCUM PUMP #4 (06-PMP-100) 12B AUTO MIX LIQUOR GATE (06-MTR-130) OX. DITCH #2 12D AUTO IR GATE (06-MTR-140) OX. DITCH #2 12F SPACE 12H SPACE 12K SPACE 12M SPACE MCC-P3S FRONT ELEVATION SCALE: 1/2" = 1'-0" 1'-8" 1'-8" 1'-8" 1'-8" 1'-8" 1'-8" 1'-8" 1'-8" 1'-8" 1'-8" 2'-4" 1'-8" 1'-9"
7'-6"
M
LK
JHG
FED
C
B
A 1M1K1F1C 2L 3L3J 3H3G3F3E 4B 3B 4E4H4L 5H 6L 5L 7H 6H 8L 7L 9H 8H 9L 10L 10J 10G 10E 10C 10B 10A 11B 11E 11H 11L 12M 12K 12H 12F 12D 12B 2#14
2''C, 3#12, 1#12 GND
2#14
2''C, 3#12, 1#12 GND
2#14
2''C, 3#12, 1#12 GND
2#14
1''C, 14#14
C3S-090C
1''C, 14#14 IPB-53 IPB-53
C3S-100C
1''C, 14#14 XSHA XSHB XSHH
1 1 1 1 1 1
3 3
3 INSTALL A 30A, 480V, NEMA 4X FUSED DISCONNECT SWITCH. 3 3
3 3
2 2
2 2
2 2

APP. DATE BY DATE NO JOB NO. C058 OF xx SHEETS

REVISIONS
TITLE
-- PROJECT ENGINEER

PREPARED BY
- R.E.E. NO.

EXP.

DRAWN
NC/BI

DESIGNED
BI

CHECKED
BI
SCALE
DATE
NOV. 2025
MANNER NOR BE USED FOR CONSTRUCTION UNLESS STAMPED "ISSUED FOR CONSTRUCTION".

THESE DRAWINGS ARE THE PROPERTY OF P.A.C.E. AND SHALL NOT BE REPRODUCED IN ANY SHEET Xrefs: C058-00 36X24 ELEC.dwg
w:\C058\engineering\C058-10\sheets\C058-10-E1.4.dwg - Tab: E1.4 - by jseo on 12/08/25 at 6:35:03 PM Dimscale = 24; LTscale = 1; PSltscale = 1; ACAD Ver. = 24.2s (LMS Tech); Visretain = 1 Advanced Water Engineering
17520 Newhope Street, Suite 200
P: (714) 481-7300 | www.pacewater.com
Fountain Valley, CA 92708
JOB

CA HANFORD

HANFORD
WWTF

UPGRADES
1"
43% DESIGN - ISSUED FOR REVIEW E1.4 ----

SWBD-A SINGLE LINE
DIAGRAM 1. CONTRACTOR SHALL LABEL EQUIPMENT FOR ARC-FLASH HAZARD WARNINGS IN ACCORDANCE WITH NEC 110.16(A). 2. CONTRACTOR SHALL LABEL SERVICE ENTRANCE EQUIPMENT WITH AVAILABLE FAULT CURRENT IN ACCORDANCE WITH NEC 110.16 (B) AND 110.24 (A) (B). 3. GROUND AND BOND ALL ENCLOSURES PER GROUNDING PLANS AND MANUFACTURER/ CODE REQUIREMENTS. 4. NOT ALL EQUIPMENT AND WIRING IS SHOWN ON THIS DIAGRAM. REFERENCE DRAWINGS IN THE ELECTRICAL SET AND ENTIRE PROJECT TO COMPLETELY UNDERSTAND THE ELECTRICAL SCOPE OF WORK. 5. DRAWINGS ARE DIAGRAMMATIC AND DO NOT REFLECT ACTUAL ROUTING. CONTRACTOR SHALL INSTALL PULLPOINTS WHERE REQUIRED FOR PULLING TENSION AND MAINTAINING LESS THEN (4) 90 DEGREE BENDS. 6. CONTRACTOR SHALL PERFORM SAFE WORK IN ACCORDANCE WITH NFPA 70E STANDARDS. 7. WHEN REQUIRED CONTRACTOR SHALL PROVIDE STRUCTURAL DESIGN CALCULATIONS FOR MOUNTING AND ANCHORING OF FABRICATED ASSEMBLIES AND SUPPORT STRUCTURES, SIGNED AND SEALED BY A REGISTERED PROFESSIONAL ENGINEER (CIVIL/STRUCTURAL) CURRENTLY LICENSED IN THE SAME STATE AS THE FINAL INSTALLATION. CALCULATIONS SHALL INCLUDE SEISMIC CONSIDERATIONS FOR THE LOCATION OF INSTALLATION. 8. VFD'S SHALL MEET ALL REQUIREMENTS OF IEEE 519 WITH USE OF EQUIPMENT. SEE SPECIFICATIONS FOR FURTHER INFORMATION. CONSTRUCTION NOTES: NOTES: 1 2 SWITCHBOARD-A (SWBD-A) 480V, 1600A BUS, 1600A MAIN, 3Ø-3W, 60 HZ, NEMA 1, 65 KAIC 1 LOCAL CONTROL PANEL EQUIPPED WITH H-O-A, INDICATION LIGHTS AND LOCKABLE E-STOP. 200 AERATOR 1A (AER-XXX) (240 FLC)500A 3P 1600AF 1400AT 3PALSIG SWITCHBOARD-A (SWBD-A), 480V, 1600A BUS, 1600AF/1400AT MAIN, 3Ø-3W, 60 HZ, NEMA 1, 65 KAIC, PAD-MTD. FROM MAIN SWGR, SEE SHT. E1.0 3 GROUND AND BOND EQUIPMENT TO GROUND SYSTEM PER GROUNDING PLAN AND MANUFACTURER REQUIREMENTS. 4 GND
3 P0063
5 CIRCUIT BREAKER EQUIPPED WITH ENERGY REDUCING MAIN SWITCH WITH LOCAL STATUS INDICATORS PER NEC 240.87(B)(3). SPD 2 3P SURGE PROTECTION DEVICE, INTEGRAL WITH SWBD. CIRCUIT PROTECTION DEVICE TO BE 200 KA/PH MINIMUM. 6 VFD
6 VARIABLE FREQUENCY DRIVE, 6-PULSE, 480V, 3PH, NEMA 12, RATED PER MOTOR FLA, HEAVY DUTY, DVDT FILTER, WALL-MTD., MF'R: DANFOSS, PN: FC202 AQUA DRIVE (OR APPROVED EQUAL). 7 COMMON ACTIVE HARMONIC FILTER, NEMA 12, PAD-MTD. TO BE SIZED BY VFD MF'R.8 PROVISION FOR FUTURE CIRCUIT BREAKERS (TYP 2).

J
C3S-150A
1''C, 2#12
C3S-150B
1''C, 2#12
C3S-150C
2''C, 10#12 TS XX-LCP-XXX
S3N-150
2''C, 14#12
1''C, 1-ETH C3S-150D SBA-010 PLC-6-OX 200 AERATOR 1B (AER-XXX) (240 FLC)500A 3P
6 VFD
J
C3S-160A
1''C, 2#12
C3S-160B
1''C, 2#12
C3S-160C
2''C, 10#12 TS XX-LCP-XXX PLC-6-OX 250 AERATOR 2A (##-AER-###) (302 FLC)600A 3P 6 VFD
J
C3S-170A
1''C, 2#12
C3S-170B
1''C, 2#12
C3S-170C
2''C, 10#12 TS XX-LCP-XXX 250 AERATOR 2B (##-AER-###) (302 FLC)600A 3P 6 VFD
J
C3S-180A
1''C, 2#12
C3S-180B
1''C, 2#12
C3S-180C
2''C, 10#12 TS XX-LCP-XXX INV AHF-2
6 3P PXXXX
4 4
4 4
5 8
8 2(3''C, 3-#350, 1-4/0)
2(3''C, 3-#350, 1-4/0)
2(3''C, 3-#350, 1-4/0)
2(3''C, 3-#350, 1-4/0) DVDT FLTR SBA-010A DVDT FLTR DVDT FLTR DVDT FLTR 9 NEW CONDUCTORS/EXISTING CONDUITS. CONTRACTOR TO EXTEND NEW CONDUITS IN THE ELECTRICAL ROOM FROM THE WALL-MTD VFDS TO THE EXISTING CONDUITS ROUTED TO OXIDATION DITCH #1 9 P3S-019A/B
9 P3N-012A/B
S3N-160
2''C, 14#12
1''C, 1-ETH C3S-160D PLC-6-OX
S3N-170
2''C, 14#12
1''C, 1-ETH C3S-170D PLC-6-OX
S3N-180
2''C, 14#12
1''C, 1-ETH C3S-180D SBA-020 SBA-020A SBA-030 SBA-030A SBA-040 SBA-040A SBA-030B SBA-030C SBA-030D SBA-030E SBA-030F SBA-030G SBA-040B SBA-040C SBA-040D SBA-040E SBA-040F SBA-050 SBA-010B SBA-020B

APP. DATE BY DATE NO JOB NO. C058 OF xx SHEETS

REVISIONS
TITLE
-- PROJECT ENGINEER

PREPARED BY
- R.E.E. NO.

EXP.

DRAWN
NC/BI

DESIGNED
BI

CHECKED
BI
SCALE
DATE
NOV. 2025
MANNER NOR BE USED FOR CONSTRUCTION UNLESS STAMPED "ISSUED FOR CONSTRUCTION".

THESE DRAWINGS ARE THE PROPERTY OF P.A.C.E. AND SHALL NOT BE REPRODUCED IN ANY SHEET Xrefs: C058-00 36X24 ELEC.dwg
w:\C058\engineering\C058-10\sheets\C058-10-E1.5.dwg - Tab: E1.5 - by jseo on 12/08/25 at 6:34:35 PM Dimscale = 24; LTscale = 1; PSltscale = 1; ACAD Ver. = 24.2s (LMS Tech); Visretain = 1 Advanced Water Engineering
17520 Newhope Street, Suite 200
P: (714) 481-7300 | www.pacewater.com
Fountain Valley, CA 92708
JOB

CA HANFORD

HANFORD
WWTF

UPGRADES
1"
43% DESIGN - ISSUED FOR REVIEW E1.5 ----
MCC-P2S SINGLE LINE
DIAGRAM GENERAL NOTES: 1. GREY ITEMS ARE EXISTING AND SHOULD BE PROTECTED IN PLACE. ALL BOLD ITEMS INDICATE NEW INSTALLATIONS. 2. EXISTING INFORMATION REFERENCED FROM RECORD DRAWINGS DATED AUGUST 2004 BY CAROLLO ENGINEERS. SEE PROJECT NUMBER 6132A.10 RECORD DRAWINGS AND VERIFY ALL EXISTING CONDITIONS FIRST. CONTRACTOR SHALL CONFIRM EXISTING SITE CONDITIONS AND EXISTING ELECTRICAL EQUIPMENT/LOADS AS SHOWN ON THESE AS-BUILTS. IF ANY DISCREPANCIES ARISE, NOTIFY THE OWNER AND ENGINEER IMMEDIATELY. 3. GROUND AND BOND ALL ENCLOSURES PER MANUFACTURER/CODE REQUIREMENTS. 4. CONTRACTOR TO CONFIRM AVAILABLE FAULT CURRENT WITH UTILITY PRIOR TO ORDERING EQUIPMENT. 5. SEE CONDUIT SCHEDULE, PLAN LAYOUTS, AND PANEL LOAD DRAWINGS FOR FURTHER CIRCUIT INFORMATION. 6. NOT ALL EQUIPMENT AND WIRING ARE SHOWN ON THIS DIAGRAM. REFERENCE DRAWINGS IN THE ELECTRICAL SET AND ENTIRE PROJECT TO COMPLETELY UNDERSTAND THE SCOPE OF ELECTRICAL WORK. MCC-P2S, 480V, 3PH, 3W, 600A BUS, 65KAIC FROM SWITCHGEAR (DWG EX.X) 150 AF 20 AT 3P

SEE BELOW FOR CONTINUATION

SEE ABOVE FOR CONTINUATION
SEE E1.3 FOR CONTINUATION
P0031 300AF 225AT 3P
P2S-010
3''C, 6#3/0, 2#2 GND 85 SCREW PUMP #1 01-PMP-010
C2S-010 TSH
(NOTE 1)
2''C, 12-#12 01-VCP-010
C2S-010B
1''C, 6-#12
J
C2S-010C
1''C, 2#12
C2S-010D
1''C, 2#12
C2S-010E
1''C, 2#12 FSL LSL
C2S-010A
2''C, 14#12
S2S-010
2''C, ETH.

CABLES 300AF 225AT 3P
P2S-020
3''C, 6#3/0, 2#2 GND 85 SCREW PUMP #2 01-PMP-020
C2S-020 TSH
(NOTE 1)
2''C, 12-#12 01-VCP-020
C2S-020B
1''C, 6-#12
J
C2S-020C
1''C, 2#12
C2S-020D
1''C, 2#12
C2S-020E
1''C, 2#12 FSL LSL
C2S-020A
2''C, 14#12
S2S-020
2''C, ETH.

CABLES
P2S-021
2''C, 3-#12, 1#12 GND 02-VCP-021 S2S-021A
1''C,
C2S-021G
2''C, 20#12
6#12 (SPARE)
P2S-021A
2''C, 3-#12, J 1#12 GND,
12#14 1.5 BAR SCREEN #2 02-MSC-021
4#14TSP
P2S-021B
1''C, 3#12, 1#12 GND
C2S-021D
1''C, 2#12
C2S-021E
1''C, 2#12 LSH
C2S-021F
1''C, 2#12 XSH ZSB ZSA LSL
C2S-021A
1''C, 2#12
C2S-021B
1''C, 2#12
C2S-021C
1''C, 2#12

J LT LE
1''C, 2#14TSP
S2S-021C
1''C, 2#14TSP
S2S-021B
1''C, 4#14TSP S2S-021
C2S-021H
1''C, 2#12 TO SCREENING CONVEYOR 150 AF 20 AT 3P
P2S-022
2''C, 3-#12, 1#12 GND 02-VCP-020 S2S-022A
1''C,
C2S-022G
2''C, 20#12
6#12 (SPARE)
P2S-022A
2''C, 3-#12, J 1#12 GND,
12#14 1.5 BAR SCREEN #1 02-MSC-020
4#14TSP
P2S-022B
1''C, 3#12, 1#12 GND
C2S-022D
1''C, 2#12
C2S-022E
1''C, 2#12 LSH
C2S-022F
1''C, 2#12 XSH ZSB ZSA LSL
C2S-022A
1''C, 2#12
C2S-022B
1''C, 2#12
C2S-022C
1''C, 2#12

J LT LE
1''C, 2#14TSP
S2S-022C
1''C, 2#14TSP
S2S-022B
1''C, 4#14TSP S2S-022
C2S-022H
1''C, 2#12 TO SCREENING CONVEYOR MCP
3 3P
P2S-033B
1''C, 3#12, 1#12 GND 0.5 GRIT CLASSIFIER 04-CLS-010 LS
C2S-033E
6#12 SV
(NOTE 1) TS
J
C2S-033C
1''C, 2#12
C2S-033B
1''C, 2#12
C2S-033A
1''C, 2#12 04-VCP-010 P2S-033
2''C, 3-#12,
P2S-033A
2''C, 3-#12,
1#12 GND,
6#12
1#12 GND, 10#12
C2S-033D
3/4''C, 6#14 MCP30 3P
P2S-032A
1''C, 3#10, 1#10 GND 7.5 SCREENING CONVEYER 02-SCV-055
C2S-032E
8#12 (NOTE 1)
J
C2S-032D
1''C, 2#12
C2S-032C
1''C, 2#12
P2S-032
2''C, 3-#10,
1#10 GND, 14#12 02-VCP-055 C2S-032A
1''C, 4#12
C2S-032B
1''C, 2#12 HSV
C2S-032
1''C, 14#12 XSH 150 AF 30 AT 3P
1''C, 3#10, 1#10 GND
P2S-070A
1''C, 3#10, 1#10 GND
P2S-070 30A GENERATOR JACKET WATER HEATER 14-HTR-030 150 AF 20 AT 3P 1''C, 3#12, 1#12 GND
P2S-050A
1''C, 3#12, 1#12 GND
P2S-050 30A HEAT PUMP 14-HP-001
1 J
1''C, (NOTE 3)
C2S-050 LSH XFMR-A 480- 150 AF 50 AT 3P PANEL LP-A 30 KVA 120/208V 3Ø, 4W 2''C, 4#2, 1#2 GND
P2S-042A
2''C, 3#6, 1#6 GND
P2S-042 XFMR-B 480- 150 AF 50 AT 3P PANEL LP-B 30 KVA 120/208V 3Ø, 4W 2''C, 4#2, 1#2 GND
P2S-043A
2''C, 3#6, 1#6 GND
P2S-043 MCP15 3P
P2S-060B
1''C, 3#12, 1#12 GND
5 GRIT PUMP NO. 1 04-PMP-011 SV
6#12
C2S-060E TS
(NOTE 1) MS
J
C2S-060C
1''C, 2#12
C2S-060B
1''C, 2#12
C2S-060A
1''C, 2#12 04-VCP-011 P2S-060
2''C, 3-#12,
P2S-060A
2''C, 3-#12,
1#12 GND,
6#12
1#12 GND, 10#12
C2S-060D
3/4''C, 6#14 60 AF 15 AT 3P
P2S-052A
3/4''C, 3#12, 1#12 GND 3/4''C, 3#12,
P2S-052
1#12 GND 1.5 EXHAUST FAN 14-EF-020
C2S-010E
6#12
C2S-020E
6#12 1. NOT USED 2. POWER MONITORING TO SCADA. 3. LOAD SHEDDING CONTROLS NOTES (AS-BUILTS): MCP15 3P P2S-080C
2''C, 3#12, 1#12 GND
5 AUTOMATED MIXED LIQUOR GATE INFLUENT SPLITTER BOX ##-MTR-### C2S-080C
1''C, 10#14
P2S-080, A, B
2''C, 3#10, 1#10 GND
1''C, 8#14
C2S-080, A, B ##-LCP-080 PLC-5
F MCP15 3P
P2S-090C
2''C, 3#12, 1#12 GND
5 AUTOMATED IR GATE INFLUENT SPLITTER BOX ##-MTR-###
C2S-090C
1''C, 10#14
P2S-090, A, B
2''C, 3#10, 1#10 GND
1''C, 8#14
C2S-090, A, B ##-LCP-090 PLC-5
F INSTALL A FULL-VOLTAGE NON REVERSIBLE MOTOR STARTER MATCHING THE EXISTING TYPE AND MODEL OF THE EXISTING STARTERS INSIDE THE MCC. CONTRACTOR IS RESPONSIBLE TO MAINTAIN OR RECERTIFY THE UL-LISTING OF THE MCC. CONSTRUCTION NOTES: 1 1 1
2 LOCAL CONTROL PANEL EQUIPPED WITH H-O-A, INDICATION LIGHTS AND LOCKABLE E-STOP. 3 INSTALL A 30A, 480V, NEMA 4X FUSED DISCONNECT SWITCH. 3 3
2 2

APP. DATE BY DATE NO JOB NO. C058 OF xx SHEETS

REVISIONS
TITLE
-- PROJECT ENGINEER

PREPARED BY
- R.E.E. NO.

EXP.

DRAWN
NC/BI

DESIGNED
BI

CHECKED
BI
SCALE
DATE
NOV. 2025
MANNER NOR BE USED FOR CONSTRUCTION UNLESS STAMPED "ISSUED FOR CONSTRUCTION".

THESE DRAWINGS ARE THE PROPERTY OF P.A.C.E. AND SHALL NOT BE REPRODUCED IN ANY SHEET Xrefs: C058-00 36X24 ELEC.dwg
w:\C058\engineering\C058-10\sheets\C058-10-E1.6.dwg - Tab: E1.6 - by jseo on 12/08/25 at 6:34:20 PM Dimscale = 24; LTscale = 1; PSltscale = 1; ACAD Ver. = 24.2s (LMS Tech); Visretain = 1 Advanced Water Engineering
17520 Newhope Street, Suite 200
P: (714) 481-7300 | www.pacewater.com
Fountain Valley, CA 92708
JOB

CA HANFORD

HANFORD
WWTF

UPGRADES
1"
43% DESIGN - ISSUED FOR REVIEW E1.6 ----
MCC-C1S SINGLE LINE
DIAGRAM GENERAL NOTES: 1. GREY ITEMS ARE EXISTING AND SHOULD BE PROTECTED IN PLACE. ALL BOLD ITEMS INDICATE NEW INSTALLATIONS. 2. EXISTING INFORMATION REFERENCED FROM RECORD DRAWINGS DATED AUGUST 2004 BY CAROLLO ENGINEERS. SEE PROJECT NUMBER 6132A.10 RECORD DRAWINGS AND VERIFY ALL EXISTING CONDITIONS FIRST. CONTRACTOR SHALL CONFIRM EXISTING SITE CONDITIONS AND EXISTING ELECTRICAL EQUIPMENT/LOADS AS SHOWN ON THESE AS-BUILTS. IF ANY DISCREPANCIES ARISE, NOTIFY THE OWNER AND ENGINEER IMMEDIATELY. 3. GROUND AND BOND ALL ENCLOSURES PER MANUFACTURER/CODE REQUIREMENTS. 4. CONTRACTOR TO CONFIRM AVAILABLE FAULT CURRENT WITH UTILITY PRIOR TO ORDERING EQUIPMENT. 5. SEE CONDUIT SCHEDULE, PLAN LAYOUTS, AND PANEL LOAD DRAWINGS FOR FURTHER CIRCUIT INFORMATION. 6. NOT ALL EQUIPMENT AND WIRING ARE SHOWN ON THIS DIAGRAM. REFERENCE DRAWINGS IN THE ELECTRICAL SET AND ENTIRE PROJECT TO COMPLETELY UNDERSTAND THE SCOPE OF ELECTRICAL WORK. MCC-C1S, 480V, 3PH, 3W, 600A BUS, 65KAIC MAIN INCOMING FROM SWGR-3 (DWG E1.0) P0061
PC1S-C404 150AF 50AT 3P 25 (E) EFFLUENT PUMP NO. 1
J 600AF 600AT 3P 150 AF 30 AT 3P
1''C, 3#10, 1#10 GND
(E) PLANT WATER PUMP #1 VFD
PC1S-C405 150 AF 30 AT 3P
1''C, 3#10, 1#10 GND
(E) PLANT WATER PUMP #2 VFD MCP15 3P
4#12
C1S-024A
(NOTE 3)
J
2 CHLORINE IND. UNIT NO. 1 08-MXR-020
PC1S-024A
2''C, 3#12, 1#12 GND
C1S-024B
1''C, 5#12 08-LCP-020
PC1S-024
2''C, 10#12, 1#12 GND TS
C1S-024C
3/4''C, 2#12 MCP15 3P
4#12
C1S-C410A
(NOTE 3)
J
2 EXISTING CHLORINE MIXER 08-MXR-010
PC1S-C410A
2''C, 3#12, 1#12 GND
C1S-410
1''C, 5#12
(E) CONTROL
PC1S-C410
2''C, 8#12, 1#12 GND XFMR-C1 480- 150 AF 50 AT 3P PANEL C1S1 30 KVA 120/208V 3Ø, 4W PC1S-060A
2''C, 4#2, 1#2 GND 1''C, 3#6, 1#6 GND
PC1S-060 150 AF 20 AT 3P
PC1S-C407A
1''C, 3#12, 1#12 GND 1''C, 3#12, 1#12 GND
PC1S-C407 30A EXISTING 10KW HEATER 150 AF 20 AT 3P
1''C, 3#12, 1#12 GND
PC1S-001 30A
1''C, 3#12, 1#12 GND
PC1S-011A MCC-ROOM HEAT PUMP 11-HP-001 (E) CONTROL 150AF 50AT 3P 25 (E) EFFLUENT PUMP NO. 2 J (E) CONTROL 150AF 50AT 3P 25 (E) EFFLUENT PUMP NO. 3
J (E) CONTROL 1. NOT USED 2. POWER MONITORING TO SCADA. 3. LOAD SHEDDING CONTROLS NOTES (AS-BUILTS): PANEL CHEM

MINI POWER ZONE
P: 1Exx PC1S-070, A, B
1"C, 3#8, 1#6 GND. TFR-CHEM 480- 120/208V 3ɸ 15KVA 30A
2 3 150AF 30AT
1 3P INSTALL A CIRCUIT BREAKER MATCHING THE EXISTING TYPE AND MODEL CIRCUIT BREAKERS TO FEED THE NEW MINI POWER ZONE AT THE CHEMICAL STRUCTURE. CONTRACTOR IS RESPONSIBLE TO MAINTAIN OR RECERTIFY THE UL-LISTING OF THE MCC. CONSTRUCTION NOTES: 1 MINI POWER ZONE "TRA-CHEM" 15 KVA, 480-120/208V, 3PH, 4W, 60 HZ, NEMA 4X, MF'R: EATON, PN 48G28T1518 (DIMS: 36.10"H x 28.80"W x 9.40"D) OR APPROVED EQUAL. 2 SEE CONDUIT SCHEDULE, PLAN LAYOUTS, AND PANEL LOAD SCHEDULE FOR ADDITIONAL CIRCUITS NOT SHOWN ON THIS DIAGRAM. 3