Lloydminster Wastewater Treatment Facility Validation Report by eSolutionsGroup Ltd

VALIDATION REPORT NEW MECHANICAL WASTEWATER TREATMENT FACILITY

PURPOSE OF VALIDATION

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

To be able to state with confidence we can build this facility, that does these things, for this much money, in this much time.

Validation Report Executive Summary The City of Lloydminster’s Project Steering Committee met in January 2019 to develop the Owner’s Requirements, Goals, and Constraints 1 for New Mechanical Wastewater Treatment Facility (WWTF) project. Language was developed around each of the following ten themes: 1. Project Cost 2. Environmental Resilience and Sustainability 3. Effluent Reuse and Regional Collaboration 4. Solids Management 5. Future Resilience 6. Operational Efficiency 7. Schedule 8. Quality Work Environment 9. Leadership and Innovation 10. Transparency The core IPD Team was competitively procured in the third quarter of 2019 and consists of five members 2: City of Lloydminster (Owner), ISL Engineering and Land Services (Consultant), Chandos/Bird Joint Venture (Contractor), Magna IV Engineering (Other Party), and SUEZ Water Technologies & Solutions (Other Party: Technology Vendor). The IPD Team was onboarded in January 2020 and the Validation Phase commenced on January 27, 2020. The purpose of the Validation Phase is to provide project certainty. The IPD Team must be able to state with confidence that we can build a WWTF in Lloydminster that meets the Owner’s requirements, that does these things (most importantly meet the Saskatchewan Water Security Agency (SWSA) and Environment and Climate Change Canada (ECCC) requirements), for $81,500,000, and have the WWTF fully operational by December 1, 2023 per the ECCC Directive 3. The Validation Report provides the necessary detail and clarity as to what the IPD Team is stating with confidence. The IPD Team through extensive collaboration has developed a realistic project schedule 4 with key dates being: Design/Procurement Phase start – August 18, 2020; Construction Phase start – Spring 2021 (anticipated April 26, 2021); Design/Procurement Phase complete – July 30, 2021; Testing & Commissioning start – March 13, 2023; Building Occupancy – May 29, 2023; Substantial Performance – June 12, 2023; and Warranty Phase start – October 30, 2023.

Section 2.2 (page 11 & 12) of the Validation Report Refer to CCDC30 Integrated Project Delivery Agreement 3 Section 1.0 (page 2) of the Validation Report 4 Section 5.5 (page 72 & 73) of the Validation Report 1 2

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iii

The Validation Report is not a compressed schematic or preliminary design, it only provides the confidence that the IPD Team can do what it has set out to do. The IPD Team has documented the Basis of Design 5 in the Validation Report to provide a starting point. The IPD Team will continuously innovate and apply Lean principals going forward in order to improve on that documented in the Validation Report. The Lean principals are all built around a deeply embedded and core principal of Respect for People and have the following five key drivers: 1. Continue to generate value as seen from the Owner’s perspective; 2. Focus on process and flow efficiency; 3. Always look for and strive to remove waste (inefficiencies) in all forms; 4. Continuously improve as a team; and 5. Optimize the whole and not any individual part at the expense of others. The Basis of Design is centered around a Membrane Bioreactor (MBR) as supplied by the selected Technology Vendor, SUEZ. The biggest hurdle that the IPD Team had to overcome was the periodic hydrocarbons (crude and other forms of oil) in the active wastewater entering the facility. This is not normal. To best deal with hydrocarbons the IPD Team did extensive research, developed different options on how to protect the facility and biology, and conducted a Choosing by Advantages (CBA) exercise to select the most viable option. A proven and robust technology was selected: a primary clarifier. This comes at a financial cost that was not originally anticipated but protects the downstream processes and equipment. It also significantly reduces the maintenance costs in the future when there are hydrocarbon events. The new facility incorporates or repurposes all the existing infrastructure on the site. The existing screens are used as coarse screens, lagoon Cell #1 will be reused as sludge storage and digesters, Cells #2 and #3 are reused as a wet weather storage cell and overflow, and the effluent pump station and forcemain are also reused. The facility will have large exterior partially buried concrete tanks for the primary clarifier, equalization and fine screen chambers, bioreactors, and the membrane tanks. The supporting membrane process equipment will be housed in a large pre-engineered process building and the abutting administration building will be a more traditional framed structure. The new structure will seamlessly connect to the existing building. The IPD Team has developed a preliminary cost estimate 6 based on the work done during Validation and even though this estimate is greater that the City’s $81,500,000 budget 7 we are confident that as the design evolves and construction starts that there is “enough runway” left for the IPD Team to critically review and question the current situation to find more value and reduce costs. The Design/Construction Team, not the City, is taking this risk and remain confident that the project will be delivered for $81,500,000.

Section 4 (pages 23 to 64) of the Validation Report Appendix B (pages 88 to 90) of the Validation Report 7 Section 6 (pages78 to 80) of the Validation Report 5 6

TABLE OF CONTENTS v

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

CONTENTS

Executive Summary.......................................................... iii

5: Project Execution Plan...............................................65

1. Project Overview............................................................. 1

5.1 Safety and Environment......................................................66

1.1 Project History and Background......................................... 3

5.2 Procurement Strategy......................................................... 67

1.2 IPD Overview.............................................................................. 4

5.3 Insurance and Project Surety...........................................69

1.3 Project Organizational Chart.............................................. 6

5.4 Construction Schedule and Execution Plan...............70

2. Project Objectives......................................................... 9

5.5 Milestone Schedule............................................................... 72

2.1 Regulatory Requirements................................................... 10

5.6 Process Certainty and Warranty.................................... 74

2.2 Ownerâ&#x20AC;&#x2122;s Requirements, Goals and Constraints.........11

5.7 Commissioning and Operator Training........................ 75

2.3 Project Values...........................................................................13

6: Base Target Cost......................................................... 77

2.4 Project Cost and Funding...................................................15

6.1 Base Target Cost.....................................................................78

3. Communication Plan...................................................17

6.2 Project Contingency............................................................ 80

3.1 Communications Approach Overview............................18

7: Appendices.................................................................... 81

3.2 External Stakeholders......................................................... 22

4. Basis of Design.............................................................23 4.1 Process Mechanical...............................................................24 4.2 Buildings / Architectural.....................................................45 4.3 Building Mechanical and HVAC......................................48 4.4 Civil and Sitework..................................................................50 4.5 Sub-structure..........................................................................53 4.6 Electrical....................................................................................58 4.7 Instrumentation......................................................................62

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

Appendix A: Risk Analysis............................................................81 Appendix B: Base Target Cost Supporting Estimate...... 87 Appendix C: CCDC 30 Schedules.............................................91 Appendix D: Operations and Maintenance........................99 Appendix E: Supporting Drawings......................................... 111 Appendix F: Cash Flow Forecast............................................187

0.1

LIST OF ACRONYMS, TABLES & FIGURES

0.1 LIST OF ACRONYMS ADF – Average Day Flowrate AHU – Air Handling Unit

ASHRAE – American Society of Heating Refrigeration and Air Conditioning Engineers:

ASHRAE 62.1-2010 – Ventilation for Acceptable indoor quality

ASHRAE 90.1 - Energy Standard for Buildings

ASTM – American Society for Testing and Materials ATS – Automatic Transfer Switch AWWA – American Water Works Association BOD – Biochemical Oxygen Demand CCS – City of Lloydminster Construction Specifications CDP – Central Distribution Panel CEC – Canadian Electrical Code CIP – Clean in Place CSA – Canadian Standards Association DO – Dissolved Oxygen ECCC – Environment and Climate Change Canada EF – Exhaust Fan FACP – Fire Alarm Control Panel FD – Fire Damper FE – Fire Extinguisher FOG – Fats, Oils and Grease GUI – Graphical User Interface HDPE – High Density Polyethylene Pressure Pipe HMI – Human Machine Interface HP – Horsepower I/O – Input Output MAC – Maximum Acceptable Concentration MBR – Membrane Bioreactor MC – Maintenance Cleans MCC – Motor Control Center MDS – City of Lloydminster Municipal Development Standards ML – Mixed Liquor

MLD – Mega-Litres per day MLSS – Mixed Liquor Suspended Solids MLVSS – Mixed Liquor Volatile Suspended Solids MMF – Maximum Month Flowrate MUA – Make Up Air Unit MWF – Maximum Week Flowrate NBC – National Building code of Canada (Current Edition) NECB – National Energy Code of Canada for Buildings- 2017 NFC – National Fire Code of Canada NFPA – National Fire Protection Association

NFPA 10-2013 – Standard for Portable Fire Extinguishers

SRT – Solids Retention Time SWSA – Saskatchewan Water Security Agency TMP – Trans Membrane Pressure TP – Total Phosphorous TSS – Total Suspended Solids V – Volt VFD – Variable Frequency Drive WAP – Wireless Access Point WAS – Waste Activated Sludge WWM – Wet Weather Management WWTF – Wastewater Treatment Facility

NFPA 13-2016 – Standard for the Installation of Sprinkler Systems NSF – National Science Foundation OH&S – Occupational Health and Safety OWS – Operator Work Station P&C – Protection and Coordination PCS – Plant Control System PDP – Power Distribution Panel PFD – Process Flow Diagram PH – Phase PHF – Peak Hourly Flow P&ID – Process and Instrumentation Diagram PIT – IPD Project Implementation Team(s) PLC – Programmable Logic Controller PMT – IPD Project Management Team PSI – Pounds per Square Inch PVC – Polyvinyl Chloride RAS – Return Activated Sludge RC – Recovery Cleans RIO – Remote I/O SCADA – Supervisory Control and Data Acquisition SLD – Single Line Diagram SMT – IPD Senior Management Team

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

0.3 LIST OF TABLES 1.1 Project History and Background Table 1.1.1: Original Project Timeline (to ECCC) 2.1 Regulatory Requirements Table 2.1.1: Current Effluent Discharge Limits 2.4 Project Cost and Funding Table 2.4.1: Funding 4.1 Process Mechanical Table 4.1.1: Discharge Limits to the North Saskatchewan River Table 4.1.2: City of Lloydminster Population Projections, 2016 â&#x20AC;&#x201C; 2051 Table 4.1.3: Flows used for the basis of design. Table 4.1.4: Concentrations and loads used for basis of design Table 4.1.5: Influent Flowrate Table 4.1.6: Key Influent Wastewater Parameters Table 4.1.7: City of Lloydminster Coarse Screen Characteristics Table 4.1.8: Advantage and Disadvantages of Clarifier Configurations Table 4.1.9: City of Lloydminster Primary Clarifier Characteristics

Table 4.1.24: Sodium Hydroxide Storage and Dosing Table 4.1.25: Process Aeration Blower Table 4.1.26: Fine Bubble diffuser Table 4.1.27: WAS/SCUM Pumps Table 4.1.28: Membrane System Key Characteristics Table 4.1.29: Membrane Tanks / Train Characteristics Table 4.1.30: Permeate / Backpulse Pump Characteristics Table 4.1.31: Membrane Air Blower Characteristics Table 4.1.32: RAS Pump Characteristics Table 4.1.33: Membrane Cleaning Frequencies Table 4.1.34: Sodium Hypochlorite Storage and Dosing Table 4.1.35: Citric Acid Storage and Dosing Table 4.1.36: Effluent / Backpulse Tank Characteristics Table 4.1.37: Effluent Pump Characteristics Table 4.1.38: Plant Service Water Pump Characteristics Table 4.1.39: UV Disinfection Characteristics

Table 4.1.10: City of Lloydminster Primary Clarifier Design Characteristics

Table 4.1.40: Sludge Management Lagoon Design

Table 4.1.11: City of Lloydminster Primary Clarifier Performance Characteristics

Table 4.1.41: Sludge Analysis (2017) Table 4.1.42: Pathogen Reduction Requirements

Table 4.1.12: City of Lloydminster Primary Clarifier Mechanical Equipment Items

4.4 Civil

Table 4.1.13: Primary Sludge Grinder Characteristics

4.5 Sub-structure

Table 4.1.14: Primary Sludge Pump Characteristics Table 4.1.15: Wet Weather Return System Characteristics Table 4.1.16: Band Screen Characteristics Table 4.1.17: Flow Equalization Tank Characteristics Table 4.1.18: Flow Equalization Pump Characteristics Table 4.1.19: Flow Equalization Bioreactor Characteristics Table 4.1.20: Key Design Parameters used in Modelling Table 4.1.21: Bioreactor Characteristics Table 4.1.22: Anoxic Mixer

Table 4.1.23: Aluminum Sulphate Storage and Dosing

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

Table 4.4.1 - Deep Utility Pipe Properties Table 4.5.1: Climactic Information Table 4.5.2: Floor Loads - Process Area Table 4.5.3: Floor Loads - Electrical Rooms Table 4.5.4: Floor Loads - Admin, Storage & Mechanical Table 4.5.5: Roof Loads 6.2 Project Contingency Table 6.2.1: Project Contingency Breakdown

0.4 LIST OF FIGURES 2.4 Project Cost and Funding Figure 1: Funding Breakdown graph 4.1 Process Mechanical Figure 4.1.1: Crude Oil Captured on Existing Coarse Screens Figure 4.1.2: Rocks in a wheel barrel Figure 4.1.3: Crushed rock plugged in auger piping Figure 4.1.4: Oil in the collection system Figure 4.1.5: Fat in the collection system Figure 4.1.6: Scum Collection Trough Figure 4.1.7: Schematic representation of Rectangular Primary Clarifier Figure 4.1.8: Primary Sludge Grinder and Pump Installation Figure 4.1.9: Hydrodyne Band Screen 4.6 Electrical Figure 1: The Canadian Electrical Codebook Figure 2: Existing Outdoor Power Transformer and Overhead Utility Line Figure 3: Layout for the Electrical Room Figure 4: Outdoor Emergency Generator Figure 5: 1984 Electrical Distribution Equipment 6.1 Base Target Cost Figure 6.1.1: Validation Cost Evolution

PROJECT OVERVIEW

1.0

PROJECT OVERVIEW

The City currently operates an aerated wastewater stabilization facility under an Amendment Permit to Operate a Sewage Works, Permit No.: 00003308-06-01 issued by the Saskatchewan Water Security Agency (SWSA) and in effect from November 30, 2017 and expiring on December 31, 2020. The Permit is coterminous with the Direction issued by Environment and Climate Change Canada (ECCC) on December 13, 2017. On April 3, 2020 the City was granted an extension of the Direction, and thus the Amendment Permit, until December 1, 2023. The December 13, 2017 ECCC Direction stated:

“Under the authority given to me pursuant to subsection 38(7 .1) of the Fisheries Act, I hereby direct the persons named above to immediately take all reasonable measures consistent with public safety and with the conservation and protection of fish and fish habitat to prevent the above mentioned occurrence or to counteract, mitigate, or remedy, any adverse effects that result from the above mentioned occurrence or might reasonably be expected to result from it, including: 1.

Prepare and fully implement a plan on how the City of Lloydminster will upgrade their WWTF to fully meet all Federal WSER effluent quality discharge requirements.

2. Submit quarterly reports to ECCC. Reports shall be due 15 days after the last day of each calendar quarter. Reports shall contain details of all planning, preparation, construction and engineering activities related to bringing the City of Lloydminster’s effluent discharges into full compliance with Federal legislated effluent quality discharge requirements set out in WSER. The first quarterly report for the quarter ending December 31st, 2017 will be due 15 January 2018. 3. The City of Lloydminster shall ensure that all improvements and upgrades to the WWTF are completed and fully commissioned, and that effluent quality being discharged to the North Saskatchewan River is fully compliant with the WSER by no later than December 31st, 2020.” The Direction has since been updated:

“Environment and Climate Change Canada (ECCC) has reviewed your letter requesting an extension to your Fisheries Act Direction, dated February 21, 2020. After a review of your letter, the extension of your Direction to December 1st, 2023 has been approved.”

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

The current aerated wastewater stabilization lagoons are at capacity and this technology is unable to meet the required Wastewater Systems Effluent Regulations (WSER). The City of Lloydminster must make an investment in the treatment of the City’s wastewater in order to protect our environmental resources and provide the additional capacity needed for the next 20 years. After 20 years the facility will be expanded on the same site, in the area to the south of the new facility.

1.1

PROJECT HISTORY AND BACKGROUND

Prior to the construction of the current aerated wastewater stabilization lagoons in 1983 the City treated wastewater in a facultative stabilization lagoon system, east of the City adjacent to Range Road 3275 and discharged treated effluent to the Neale Edmunds Stormwater System at the south end of Neale Lake.

PROJECT TIMELINE Component

Start Date

End Date

Construction of the current aerated wastewater stabilization lagoons and effluent pipeline started in September 1980 under three (3) different contracts at a cost of $12,281,985 and were completed in June 1982. The treated effluent from this facility is pumped 30 km to the North Saskatchewan River.

IPD Team Procurement

July 2019

November 2019

Validation Phase

January 2020

July 2020

Design/Procurement Phase

July 2020

June 2021

Construction Phase

April 2021

December 2023

Plant Start-up and Hand-over

August 2023

December 2023

The lagoon cells were desludged in stages in 1993 (Cell #1) and 1996 (Cell #2) and again in 2019 (Cell #1) and 2020 (Cell #2). Upgrades to the headworks and aeration blowers were completed in 2010/11 and 2012 respectively.

The following suggested project timeline was submitted to ECCC.

A Nexom SAGR® system was piloted at the existing facility from 2008 to 2012. ISL was retained in September 2013 and prepared the following reports: 1.

Needs Assessment and Long-Term Plan, June 2014 This report recommended a mechanical treatment facility and not the SAGR® system.

2. Concept Design Report, February 2016 3. Preliminary Design Report, March 2016 In late 2015 the City and EPCOR explored an option to create a jointly owned municipal utility corporation to design, construct and operate the City’s wastewater treatment facility and operate the existing water infrastructure. The City decided not to proceed with this option in May 2016. The City started the application for funding and the procurement of an Owner’s Engineer for a Design-Build delivery. Three (3) proposals were received for Owner’s Engineer services and after careful deliberation the work was awarded to ISL on March 13, 2017. The City issued a Project Scope Change to ISL on January 29, 2018 to assist the City in advancing the project using IPD, and to procure the necessary IPD Team once funding was announced. The City procured the Design/Construction Team for the IPD project in late 2019. Onboarding of the IPD Team was completed in January 2020 and the Validation Phase started on January 28, 2020.

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

1.2

IPD OVERVIEW

WHY IPD?

WHAT IS IPD?

To better control costs, mitigate risks, provide cost certainty and get the City what is truly needed, two things are key: true collaboration and innovation.

IPD has 5 significant core benefits that directly address project complexity, while addressing the need for cost certainty (designing to a budget) and ensuring there is value for the dollars that will be spent.

A conventional Design-Bid-Build approach closes the door on collaboration and innovation. There is little incentive for design teams to work in a truly collaborative way with the contractors (and vice versa) as both groups will try to protect their interests while transferring risk to each other whenever possible. In the end, costs go up and Owners pay more, getting less value for the dollars spent.

Benefit #1: Removes Waste

Under a conventional Design-Bid-Build delivery model, the design team is selected first by the Owner. Consultants are almost always chosen by municipalities based on lowest fee because the reality for them is that they have limited funds. This further drives out innovation, forces the consultants to provide the “bare bones” in terms of design and to then transfer as much risk as possible to the contractor. That is the reality when low fee is the driver. Design work is completed in a vacuum with little to no input provided by experienced contractors that can address constructability issues and help to systematically mitigate risk. Once the design work is completed, the hope is that all the risks are addressed and that the cost that comes back from the contracting community during the tender process fits the Owner’s budget. Contractors, not having been involved in the design process, add risk mitigation to their costs for unforeseen items and issues. The contractual relationships under a conventional Design-Bid-Build approach are adversarial in nature as each group tries to protect their own interest. That goes for the Owner, the Consultant, and the Contractor. There are scope changes from the design team and change orders from the contractor for any deviation in the proposed work as the project unfolds. Conventional Design-Bid-Build is budgeting a design rather than designing to a budget. IPD is a more proactive approach.

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

There are time and cost savings that are achieved by removing waste and being more efficient than a conventional Design-Bid-Build delivery method allows for. Because designers are often separated from the people who order and assemble projects, there can be disconnects between solutions and real-life implementation in the field. For instance, designers might know what components need to be ordered, but may be unaware of how they are transported, assembled and put together on site. Even further removed in the Design-Bid-Build process are the Owners. In the traditional process the Owner‘s role is typically to witness the design and construction, approve of the budget and schedule and pay the bill. In the case of IPD the Owners and operators are not just witnessing the project they are brought into the project at the same time as the designers and contractors and benefit in the ability to be a part of the design and construction. The benefit of IPD is that solutions are created in the same room with the Owners, designers, and the people who order and construct. The benefit to the operators is that they see how and why the plant is built the way it is and allows them to make better decisions about how they operate the plant down the road. In this way the whole process becomes connected and integrated. Team members become more aware of how decisions affect other members of the team, and it becomes easier to take advantage of that collective knowledge. As the team more clearly sees the whole equation, they can influence important parts of that process. A key impact of an integrated team is that they can work together to more easily identify waste, which they can target and eliminate, potentially saving time and reducing cost for the Owner.

Benefit #2: Removes Risk There are time and cost savings associated with better quantifying or removing risk. With design and construction comes some considerable risk. Usually the risk is associated with uncertainty or unknown variables. With an IPD Team, there is a much greater depth of knowledge from multiple disciplines and contractors all involved in an ongoing discussion. The increased depth and diversity of knowledge at the table allows a team to holistically assess the impacts of schedule, material selection, and weather on all aspects of the project. The team can better understand the ramifications of these factors/decisions and identify risks more effectively. Because we understand risks more clearly from the beginning, we can take better steps to mitigate them. The procurement and delivery world pertaining to municipal infrastructure is changing and there are many who are seeking better ways to accomplish what they need to.

Benefit #3: Optimize Value One of the premises of IPD is designing to a target budget (not budgeting a finished design), validated by the whole IPD Team. With base costs set for typical construction, the team can collectively work together to respond to key project issues. We can design to the actual fabrication efficiencies of our team. Not every trade or contractor has the same tools in their shop. This will result in the contractor being more efficient in some construction techniques or assemblies than others. Knowing the unique efficiencies of a known contractor allows us to design to their strengths. This is optimized value for the dollar spent.

Benefit #4: Enhances Innovation There are time and cost savings that can be realized with true innovation. As technology has advanced, systems are more complex and more inter-related. For example, an improved building envelope might decrease the size of the mechanical systems needed on the inside to maintain the internal environment. Alternatively, pump control systems are becoming more complex due to the move towards energy efficiency by having continuously variable flow control using variable speed drives. These complexities in design can lead to other issues such as higher than normal power system harmonics if the pumping process is not coordinated with the electrical system design. This in turn reduces the power system efficiency if the harmonics are not properly mitigated. These complexities effect the electrical system as well as the pumping

and piping designs and how the infrastructure should be operated both now and in the future. A traditional design approach keeps these components somewhat separate. Although one consultant or contractor might think of an innovative solution, because they are compartmentalized, they might not choose to share that innovation with another consultant or contractor. For example, an electrical engineer might come up with something that would save the client money in the end but may cost another trade time or money. Would there be an incentive for the contractor receiving the suggestion to implement it - especially if it would come with a financial cost? Probably not. With IPD, everyone shares in the potential risks or benefits. As a result, it breaks down these barriers to innovation. Innovation is incentivized.

Benefit #5: Optimize Schedule Because IPD can eliminate waste in the schedule (and elsewhere), it means the project can be completed more quickly. With an optimized construction schedule, site overhead costs that come with operating a construction site can be reduced - and these costs generally do not add value to the final project. Consider such costs as: • construction trailer rental • bonding and insurance costs • site washrooms • site fencing • supervision costs • security • heating and hoarding costs • living out allowance (LOA) and travel costs

table) how long it takes for specific materials to arrive on site after they are ordered, and how long a project takes to erect. Pull planning often results in additional time for decision making, and it allows us to identify critical decisions to make early in the process.

Validation Report Summary The IPD Team has put together this Validation Report to outline the following: 1.

What we intend to design and build

2. How long it will take for us to build it 3. How much it is going to cost Knowing the answers to these three questions will provide the City with the confidence needed to be able to decide to move forward with the project. What is difficult to put into words is the incredible experience it has been in getting to this point. While the technical aspects are what are discussed in this report, the change that has started, and the potential that we see for the Integrated Project Delivery model on this project and others, is nothing short of amazing.

These costs can add up to hundreds of thousands of dollars every month. Saving time in the schedule equals more budget for other, longer lasting items. A second, more subtle, advantage comes when you involve all the contractors in setting up the schedule. As they consider construction sequencing conditions that are necessary for each trade to complete their work, this can shorten the construction schedule. It also provides increased flexibility for decision makers. Pull planning is an approach that determines when the last responsible moment is for a decision to ensure there is not a negative impact on schedule. For instance, we can know (because of all the knowledge at the

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

1.3

PROJECT ORGANIZATIONAL CHART

IPD PROJECT STRUCTURE An IPD project has a radically different structure and hierarchy to a Design-Bid-Build or a Design-Build project. The structure is more matrix like with distributed leadership. Leadership in an IPD project does not come from one party or from just a few individuals. It comes from interaction and close collaboration of multiple people from multiple parties, such as: the Project Management Team (PMT), Project Implementation Teams (PITs), and the Senior Management Team (SMT). Refer to the organizational chart for a graphic representation. The PMT is the projectâ&#x20AC;&#x2122;s administrative workhorse, making the tough decisions and monitoring financials. The PMT always includes the Owner, Consultant, and Contractor. In our case a senior representative from each of the contract signatories serve on the PMT, five members in total. PITs are made up of diverse stakeholders organized by areas, PITs drive innovation and value into (and waste out of) the project. PITs can include all members of the team â&#x20AC;&#x201C; the PMT, signatories, nonsignatories, owners, consultants, contractors, trades, suppliers, resulting in small multidisciplinary teams. Common PITs include process, building, mechanical, electrical, structural. The specific number of types of PITs are determined by the IPD Team and will vary depending on project phase. The SMT always handles dispute resolution and backup, as required. They also conduct contract negotiations and resolve questions of scope change, but this can alternatively be done by the PMT. The SMT is composed of one C-level executive from every party that signs the IPD agreement.

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

Validation Report PIT

Lloydminster City Council

Saskatchewan Water Security Agency

Surrounding Counties & Municipalities

Carla Ciepliski

Downstream Communities Sean Dawson

Alberta Environment

Melvien Landicho

Grant Authorities

Local and Provincial Politicians

Septic Haulers

Priyanka Germain

PIT Captain

Stephen Glum

Project Management Team (PMT)

Senior Management Team (SMT)

Deon Wilner

Jack Davidson

John Dawson

Adham Kaddoura

PIT Captain

Marc Bourassa

Lynnell Crone

PIT Captain

Project Management Team (PMT)

Michael Mansour

Tanner Zarowny

Operations & Maintenance PIT

Greg Deroches

Fraser Etherington

Project Management Team (PMT)

Ryan Kjorlien

Kevin Koster

Jen Hancock

Darin Drisner

Andrew Cliff

Niclas Astrand Joel Jackson

Kelly Butz

Jason Mongrain

Carsten Owerdieck

Alistair Siewert

PIT Captain

Aura Robinson

Project Management Team (PMT)

Robert Hacking

Hunter Etherington

Jennifer Ludwig PIT Captain

PIT Captain

Kathie Peach

Edward Badach

Eric Enge

PIT Captain

Brian da Silva

David Barber

Don Stang

Electrical PIT

Justin Carlson

PIT Captain

Terry Burton

PIT Captain

Aaron Dobroskay

Leo Pare

PIT Captain

Project Stakeholders

PIT Captain

Substructure & Tankage PIT

SaskTel

Mika Wangler

Richard Tombs

PIT Captain

Dmitri Loukin

Antonios Kadras

First Nations

Local Businesses and Contractors

Landowners and Taxpayers

Landfill Operations

Sean Mascaluk

Brent Epp

Landon Code

Karen dela Rosa Saskatchewan Energy

Construction Association

Greg Germain

Craig Cowan

Civil & Utilities PIT

Environment and Climate Change Canada

Saskatchewan Power

Procurement & Expediting PIT

Owner PIT

Communications PIT

Sustainability PIT

City Departments

Regulatory PIT

Craig Duvall

PIT Captain

Process Mechanical PIT

Buildings PIT

BIM & VDC PIT

Commissioning PIT

Building Mechanical PIT

Budget & Estimating PIT

Instrumentation & Control PIT

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

PROJECT OBJECTIVES

2.1

REGULATORY REQUIREMENTS

Project Objectives are an important part of an IPD project. These are the “goal posts” that the IPD Team must achieve for the project to be deemed a success. However, objectives can and do evolve as more information comes to light during a project. From the CCDC30 agreement:

“Project Objectives are comprised of the funding requirements, Base Program, Added Value Incentives Items selected by the Owner, Base Target Cost, Final Target Cost, Milestone Schedule, and any other objectives agreed to by the parties. Project Objectives establish the Project requirements and standards for measuring the Project’s success and shall be jointly developed by the IPD Team based on the Owner’s requirements, goals and constraints and included in the Validation Report.”

Neale-Edmunds Stormwater System

Table 2.1.1 Parameter

Location

Limit

5 day Carbonaceous Biochemical Oxygen Demand

Final Effluent

Shall not exceed 25 milligrams per litre

Total Suspended Solids

Final Effluent

Shall not exceed 25 milligrams per litre

Escherichia Coli Bacteria

Final Effluent

Shall not exceed a monthly geometric mean density of 200 orgs per 100 ml. Shall not exceed a density of 1,000 orgs per 100 ml

Total Phosphorus

Final Effluent

Shall not exceed 1 mg/L on a monthly arithmetic mean

Total Ammonia Nitrogen

Final Effluent

Shall not exceed 2 mg/L from May to October and 7 mg/L from November to April each calendar year

Final Effluent

North Saskatchewan River

Un-ionized Ammonia -N

The current limits for treated effluent discharged to the North Saskatchewan River is noted in the Amendment Permit to Operate. These are:

Shall not exceed 1.24 milligrams per litre at 15 °C ± 1°C

Acute Lethality (pH stabilized)

Final Effluent

Shall be Non-Lethal to greater than 50% of test organisms at 100% effluent concentration

2.1 REGULATORY REQUIREMENTS A key driver and impetus for this project is that the existing treatment facility is unable to meet the current effluent quality requirements set by ECCC and SWSA.

2.1.1 Effluent Quality

Once the New Mechanical WWTF is constructed, the SWSA will set new and often more stringent effluent limits based on the technology used to treat the wastewater.

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

The new facility will be designed for Average Day Flows of 20,900 m3/ day. The treated effluent is pumped approximately 30km north to the North Saskatchewan River. This 38-year old forcemain has an estimated capacity of 25,920 m3/day. During different anticipated influent flow scenarios more influent may be received at the facility than can be pumped back to the North Saskatchewan River. This will require an upgrade to the forcemain. Twinning the forcemain in the future to increase capacity was estimated at $22,000,000 (2014 dollars). The New Mechanical WWTF will be designed to treat the projected Worst Max Month of 42,000 m3/day but will only be able to discharge 25,920 m3/day back to the river. During certain influent flow scenarios, wet weather event (storms) flows in excess of the forcemain capacity will be temporarily stored in existing Cells 2 and 3 and returned to the front of the plant after the wet weather event has passed. There is always a possibility during a prolonged wet weather event or successive events that these cells’ capacity are exceeded. The current practice is that: If the lagoon system is inundated with wet weather flows the facility will discharge to the Neale Edmunds Stormwater System through an overflow pipe and weir located at the east end of Cell 3. This is known as a Controlled Release and all due diligence and reporting requirements must be followed, documented and reported to the SWSA. The new facility will operate in the same manner. Once the new facility is constructed the City may explore options to reduce the operational costs related to pumping to the North Saskatchewan River. If the City was in the future able to reuse treated effluent and discharge the remainder to the Neale Edmunds Stormwater System, it will negate the need for the effluent forcemain upgrade and an effluent pump station upgrade or new pump station in the future.

2.2

OWNER’S REQUIREMENTS, GOALS AND CONSTRAINTS

The Owner’s Requirements, Goals and Constraints were developed on January 8, 2019 at a City of Lloydminster Wastewater Treatment Facility Steering Committee meeting. This exercise was led by an experienced IPD Practitioner from Group2 in Red Deer. These Owner’s Requirements, Goals and Constraints were included in the IPD procurement documents and used to evaluate and select the Design/Construction Team for this project.

1. Project Cost a. The Maximum (all-in) Project Cost is $81.5M, but the stretch goal is Base Target Cost + Contingency + Allowances + Risk Pool is ≤$75M. b. The Base Target Cost is to be based on a fiscally responsible (cost effective) project that meets all the Owner’s Requirements, Goals, and Constraints, no “gold plating”. c. The Base Target Cost + Contingency + Allowances + Risk Pool may only exceed $75M if it can be shown that the additional capital cost will reduce long term operational costs.

2. Environmental Resilience and Sustainability a. The selected treatment technology and design to allow for future direct re-use (very high quality) or future direct discharge (high-quality) of the treated effluent elsewhere. b. The treated effluent quality to meet the Saskatchewan Water Security Agency and Environment Canada requirements (current, and possible future with little to no upgrades). c. The project is to carefully consider the Prairie Resilience: A Made-in-Saskatchewan Climate Change Strategy document and build as much of this as practical into the Works.

3. Effluent Reuse and Regional Collaboration

7. Schedule

a. The selected treatment technology and design to allow for high quality effluent that could be sold (re-used) to generate revenue to off-set overall WWTF operational costs, with due consideration for the amount of treated effluent that must be directly (or indirectly) returned to the North Saskatchewan River.

a. Project schedule is to be closely coordinated with Regulators such that the WWTF is operational in a reasonable and agreed upon timeframe.

b. The City of Lloydminster wants to contribute to regional collaboration and success: to this end the WWTF is to allow for treating effluent from surrounding municipalities, and possibly re-using treated effluent on a regional scale.

c. The project is to achieve or improve on the schedule that is established at the end of the Validation Phase.

b. Construction is to commence in April 2021, this would be independent or early defined work required for the project.

c. The City’s staff working on this project to gain knowledge and expertise so that they may export their knowledge of wastewater treatment/construction and Integrated Project Delivery to those in the region or province.

4. Solids Management a. Solids management to be a cost effective, low complexity, low operational cost solution that allows for future expandability and flexibility. b. Solids management should have minimal little to no impact on the existing landfill. c. Allow for utilizing solids as a resource either now, or in the future.

5. Future Resilience a. The WWTF layout and design to account for ease of expansion (quantity and quality) in the future. b. Technology selection and treatment design to allow for meeting potential future regulatory updates with minimal or no upgrades to process. c. Material selection (facility construction) to be durable, longlasting, with low operational and maintenance requirements.

6. Operational Efficiency a. The overall WWTF has a low long-term operational cost based on the selected technology. b. Effective use of existing infrastructure to reduce operational costs, without adding operational complexity or unnecessary future maintenance costs.

IPD planning session in Lloydminster, January 2019.

c. The WWTF provides operational flexibility to deal with plant upsets whilst still meeting the required effluent quality. LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

8. Quality Work Environment a. The WWTF is a safe and quality workplace that attract and retain employees. b. The WWTF staff see a long-term positive and fulfilling career path. c. The WWTF is â&#x20AC;&#x153;operator friendlyâ&#x20AC;? and secure.

9. Leadership and Innovation a. The project integrates people, systems, business structures and practices into a process that collaboratively harnesses the talents and insights of all participants to optimize results. b. The project is seen as obtaining excellence in design, construction, and operations using innovative, but proven treatment technologies well established (installed base) in Canada. c. The project is publicly acclaimed for its process (IPD) and results.

10. Transparency a. The City of Lloydminster and the public see and understand the importance of the WWTF project. b. Local contractors and suppliers in Lloydminster and the surrounding area are provided information and given an opportunity, where suitable, to be an active part of this project. c. Everything is transparent at Senior Management Team and shared freely, but any information being distributed from this level is done with careful consideration especially as it relates to the Saskatchewan Local Authority Freedom of Information and Protection of Privacy Act (LAFOIP).

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

2.3

PROJECT VALUES

Project Values were collaboratively established by the IPD Team during the Onboarding Workshops in mid-January 2020. These build on the Owner’s Requirements, Goals and Constraints and are used to gauge the IPD Team’s “commitment” to the project during regular intervals: are we doing what we said we would do?

GENERAL 1. Operational Excellence

We will deliver a safe facility with equipment that is accessible, dependable and easy to maintain and operate. This will enable the city to attract and retain highly (qualified/competent/motivated) personnel.

2. Resilient Design

8. Teamwork and Collaboration

SUSTAINABILITY

9. Professional and Personal Growth

Sustainability is referenced in the 2017-2021 City of Lloydminster Strategic Plan. The Five Pillars of Community Sustainability are; Governance, Culture, Social, Economy and Environment. Three of these pillars, Social, Economy and Environment, apply directly to the project.

We work as one team; we have clarity in our roles and expectations. We are respectful of others’ ideas and time; we act with integrity and foster trust. We embrace the IPD process to create and foster an environment conducive to learning, teaching and inspiring professional and personal growth.

1. Social: Health, well-being, safety and quality of life for individuals, families and the community.

10. Culture

2. Economy: Achieving economic vitality, growth and development that simultaneously improves quality of life and the environment. It includes employment, income levels and the health, quality and diversity of employers, businesses and non-profit organizations in the community.

We are engaged and passionate about the project while building and maintaining lasting relationships. Our team has fun.

We have a resilient and constructible design that will achieve a high quality, efficient, flexible, fit-for-purpose facility.

KPIS

3. Social Responsibility

We commit that: safety in design, construction and operations is paramount. Everyone returns home safely at the end of each day.

We are accountable to our internal and external stakeholders through transparency, sustainability, environmental protection and local opportunity.

4. Project Satisfaction

This project is a source of pride. It showcases the value of Integrated Project Delivery (IPD) and Lean practices. The project meets/achieves regulatory/compliance requirements. (Delivered on-time and under budget.)

BEHAVIOUR 5. Innovation

11. Safety

12. Budget

We deliver a quality project, efficiently constructed, on or under budget.

13. Schedule

We are committed to an iterative, agile, scheduling process that ensures we are on or ahead of schedule to meet the project/owner completion deadline.

3. Environment: Community environmental stewardship and the health, quality, diversity and abundance of local and global ecosystems, the state of the built environment and the services that support it.

2.3.1

Project Specific Outcomes

Five basic project outcomes are targeted in order to align with the City of Lloydminster strategic plan: 1.

City of Lloydminster buildings, infrastructure and operations are designed, operated and maintained to optimize energy and water efficiency, minimize greenhouse gas emissions, and protect and enhance the local ecosystem;

2. City of Lloydminster employs indoor environmental quality best practices in new buildings;

The use of value-added ideas, creative thinking and innovative processes to implement proven technologies for the betterment of the community.

6. Communication

We engage in respectful, clear and honest communication through sharing of ideas. We are open-minded and actively listening for understanding. We value diversity and ensure inclusivity.

7. Accountability

We are reliable, realistic and responsive. We hold ourselves and each other accountable. We remain solution-oriented and make timely, effective decisions.

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

3. City of Lloydminster procures goods and services that contribute positively to sustainability goals; 4. City of Lloydminster minimizes the production of solid waste from all buildings and operations and maximizes diversion of waste from the landfill; and 5. City of Lloydminster plans, develops and implements policies that contribute positively to human and ecosystem health.

2.3.2 Sustainable Principles In order to meet the project specific outcomes, wherever possible, the IPD Team used the following principles in the validation process when considering design solutions: • Low-impact materials: non-toxic, sustainably produced or recycled materials which require little energy to process. • Energy efficiency: use processes and products which require less energy. • Design for reuse and recycling: Products, processes, and systems should be designed for performance in a commercial ‘afterlife’. • Targeted durability, not immortality, as a design goal. • Material diversity in multicomponent products should be minimized to promote disassembly and value retention. • Design considering total carbon footprint and life-cycle assessment for resources used.

Optimize Construction Process This project will be constructed utilizing industry best practices for reducing the overall carbon footprint. Some examples of policies that will be implemented and followed during construction of the project include the following: • Idling for both heavy equipment and passenger vehicles will be minimized; • Erosion control will be implemented to eliminate silt entering drainage courses; • Emergency response procedures will be in place in case of hydrocarbon material spills on site. The local disposal company (Ridgeline) has been made aware of the project in case of emergencies;

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

•

Site procedures will be followed to protect neighbouring water bodies including the Neale Edmunds complex from any negative impacts; and Wildlife surveys will be conducted prior to any vegetation clearing.

•

Optimize Energy Use Energy use will be carefully considered during the design: • Select building equipment that are fit for purpose but has a reduced energy load and are energy efficient; • Rotating process equipment will be selected to maximise energy efficiencies across their operating range; and • Where variations in equipment performance are required, variable frequent drives will be applied rather than the use of restrictive devices which create an additional unnecessary loading on equipment. • Reducing electrical requirements intelligent operation of process loading utilizing Variable Frequency Drives on major process motors; • Lighting for the WWTP will consist of highly efficient LEDs.

Protect and Conserve Water Water will be protected and conserved through: • Design and operational practices to reduce impacts while using water efficiently and reusing or recycling water for onsite use, especially during construction; • The high-quality water produced by the treatment process will be used for equipment service water and washdown/flushing; • The facility will be designed such that future non-potable effluent reuse can be provided to external customers; and • All connections to equipment requiring service water will include devices to regulate/optimize the provision of water.

Optimize Building Space and Material Use •

•

Provide an integrated and intelligent use of materials that maximizes their value, prevents ‘upstream’ pollution, and conserves resources. Designed and operated to reuse materials across their entire life cycle.

•

The materials used should minimize life-cycle environmental impacts such as global warming, resource depletion, and toxicity. Environmentally preferable materials reduce impacts on human health and the environment, and contribute to improved worker safety and health, reduced liabilities, and reduced disposal costs. The process/treatment design will strive to reuse infrastructure and equipment which is already installed, operational and has a significant remaining service life.

Enhance Indoor Environments Quality (IEQ) •

• •

•

The indoor environmental quality (IEQ) of a building has a significant impact on occupant health, comfort, and productivity and will be maximized within the facility. The project will be designed to maximize natural lighting. Appropriate ventilation and moisture control will be utilized, optimizing acoustic performance, and avoiding the use of materials with high Volatile Organic Compounds (VOC) emissions. Principles of IEQ will allow occupant control over systems such as lighting and temperature.

Optimize Operational and Maintenance Practices •

•

Consideration of the facility’s operating and maintenance issues during the validation design phase of this facility will contribute to improved working environments, higher productivity, reduced energy and resource costs, and prevention of system failures. The design will encourage building operators and maintenance personnel involvement to ensure optimal operations and maintenance of the building. With a new facility the City will be able to recruit, develop, and train highly skilled maintenance personnel to operate increasingly sophisticated high-performance buildings. The design and construction team will specify materials and systems that simplify and reduce maintenance requirements; require less water, energy, and toxic chemicals / leaners to maintain; and are cost-effective and reduce life-cycle costs.

2.4

PROJECT COST AND FUNDING

On June 27, 2019 the Government of Canada announced funding for this project.

New wastewater treatment facility to protect environment and meet growing community needs From: Infrastructure Canada

News release Investing in local wastewater systems is crucial to ensuring Canadians and their families have access to modern reliable services that meet their needs, protecting provincial waterways and preserving local ecosystems. Lloydminster, Alberta/Saskatchewan, June 27, 2019—Investing in local wastewater systems is crucial to ensuring Canadians and their families have access to modern reliable services that meet their needs, protecting provincial waterways and preserving local ecosystems. Today, the Honourable François-Philippe Champagne, Minister of Infrastructure and Communities, the Honourable Ric McIver, Alberta Minister of Transportation, Ms. Colleen Young, Lloydminster Member of the Legislative Assembly of Saskatchewan, on behalf of the Honourable Warren Kaeding, Saskatchewan Minister of Government Relations, and His Worship Gerald Aalbers, Mayor of Lloydminster, announced funding for a new mechanical wastewater treatment facility in the Border City. Work involves building a new facility near the City’s existing lagoons to establish a new wastewater treatment system. The three cells that make up the City’s existing plant will be integrated into the new system to serve as storage for storm water during periods of heavy rainfall and for sludge requiring long-term digestion. By integrating existing infrastructure, the City will be able to increase the capacity of its wastewater treatment system in an efficient and cost-effective way. Once complete, Lloydminster will be able to meet the needs of its growing population, and help safeguard regional waterways like West Neale Lake and ensure its treated water meets federal and provincial standards well into the future.

Quotes “Making sure communities have the infrastructure they need to provide modern efficient wastewater services is essential to protecting the environment and building a healthy sustainable future. This important project for Lloydminster will allow the City to provide higher quality services to residents, support community development and protect the environment for years to come.” The Honourable François-Philippe Champagne, Minister of Infrastructure and Communities “The Government of Alberta is pleased to support this critical project which will provide an essential service for the community and protect the area’s waterways. The new facility will not only provide Lloydminster with a reliable and effective wastewater treatment system, but will also improve water quality in downstream communities.” The Honourable Ric McIver, Alberta Minister of Transportation “The Government of Saskatchewan is proud to play a role in this initiative by investing $12.1 million toward this key infrastructure project for Lloydminster. Once completed, this facility will help position the community for growth, better protect waterways and enhance the quality of life of residents and visitors alike.” Ms. Colleen Young, Lloydminster Member of the Legislative Assembly of Saskatchewan, on behalf of the Honourable Warren Kaeding, Saskatchewan Minister of Government Relations

Quick facts •

•

• • •

Through the Investing in Canada infrastructure plan, the Government of Canada is investing more than $180 billion over 12 years in public transit projects, green infrastructure, social infrastructure, trade and transportation routes, and Canada’s rural and northern communities. $26.9 billion of this funding is supporting green infrastructure projects, including $5 billion available for investment through the Canada Infrastructure Bank. The City of Lloydminster’s new mechanical wastewater treatment facility project has a total estimated cost of $81,500,000. The Government of Canada is contributing up to $24,178,915 to this project through the Investing in Canada Infrastructure Program and the New Building Canada Fund. The Government of Alberta is providing up to $12.7 million. The Government of Saskatchewan is providing up to $12.1 million. The City of Lloydminster is providing $32,521,085 and is responsible for any additional costs.

Funding table follows on the next page.

“Construction of a new wastewater treatment plant will have significant benefits for the current and future generations of Lloydminster and the downstream cities, towns, villages and Indigenous communities that rely on the North Saskatchewan River. This four-way funding announcement speaks to a strong working relationship between our federal, provincial and municipal offices for the betterment of our communities and the environment.” His Worship Gerald Aalbers, Mayor of Lloydminster

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

Funding Table Funding Source

Program

Amount

Federal Government

PTIC-NRP

$ 12,100,000

Federal Government

SCF

3,000,000

Federal Government

ICIP

9,078,915

Federal Government - TOTAL AMWWP

9,700,000

Government of Alberta

SCF

3,000,000

Government of Alberta - TOTAL

Government of Saskatchewan, $12.1M, 15%

$ 12,700,000 PTIC-NRP

Federal Government, $24.2M, 30%

$ 12,100,000

Government of Saskatchewan TOTAL

Government of Alberta, $12.7M, 15%

$ 24,178,915

Government of Alberta

Government of Saskatchewan

FUNDING SOURCES

Total Funding

$ 12,100,000

City of Lloydminster

$ 31,021,085

City of Lloydminster (ineligible)

1,500,000

City of Lloydminster - TOTAL

$ 32,521,085

TOTAL PROJECT VALUE/FUNDING

$ 81,500,000

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

City of Lloydminster, $32.5M, 40%

COMMUNICATION PLAN

3.1

COMMUNICATIONS APPROACH OVERVIEW

Construction of the new wastewater treatment plant represents one of the most significant investments in the City of Lloydminster’s history. Through Design/Procurement and Construction Phases of the facility, the City will provide project updates and relevant technical information, supporting a broad understanding of the project need and how it serves Lloydminster, the environment and downstream neighbours. This project will be heralded as a legacy project for the benefit of future generations and an investment that all current Lloydminster residents and business may take collective pride in. Residents will also come to understand how the City’s financial commitment to this project may impact the municipality’s ability to invest in additional capital projects in the short term. Through the Design/Procurement and Construction Phases, the City of Lloydminster and project partners are committed to the provision of timely and effective communication with project stakeholders, other municipalities, industry peers and the community at large. The City of Lloydminster’s communications team, working in collaboration with the WWTF Project Management Team (PMT), will designate staff members to support communications planning and activities. Through effective communication, the City fosters a sense of community inclusion and cooperation, leading to public support for important municipal initiatives and investments. Residents will also understand potential impacts to rates and service charges that may be required to sustain operations and maintenance of the new facility.

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

MUNICIPAL COMMUNICATIONS TEAM ROLES

ISSUES MANAGEMENT

City of Lloydminster Communications staff will assume responsibility for the following: • development of communications and engagement materials including: • communications and engagement plans, • public notifications and advertising, • public meeting materials, • Q&A documents, • website, • speaking notes, • project signage. • oversight of the development and distribution of construction and traffic notifications (to be undertaken by the relevant contractor); • communicating – or facilitating communication – with community members regarding specific issues; • providing media with progress reports and updates on the project and responding to issues raised by media; • liaising with the public at community/public meetings; • ensuring the PMT is mindful of community interests and concerns to inform construction plans; • management of web page, social media, and other resources; and, • facilitation of public events.

Project-related public issues will require management through coordination with media, development of public information, meeting with residents and stakeholders, updating websites, posting updates on social media or correcting information in media coverage. Project-related communications issues may include: • Safety / security incidents • Theft or unauthorized sharing of confidential information • Team conduct violations • Significant cost or timeline changes • Politically sensitive matters • Other matters with potential for public impact or interest

COMMUNICATIONS OBJECTIVES Instill public confidence in project delivery • Transparent process • Fiscal accountability • Commitment to quality • Involved community • Dedicated, experienced project team

KEY COMMUNICATIONS MESSAGES • • • • •

Share learnings for community and industry benefit • Showcase IPD process • Build relationships • Document for posterity Inspire and encourage the PMT • Recognize milestones • Celebrate team achievements • Showcase expertise

• • •

New WWTF is needed for Lloydminster to comply with current legislated effluent requirements. City is committed to protecting the North Saskatchewan River and all downstream communities. New WWTF built to accommodate a growing community and ever-increasing standards for effluent. Integrated Project Delivery (IPD) model being used to deliver best value and ensure quality. The City of Lloydminster will own, operate, and maintain the entire infrastructure. Project funding is being shared by the City, Alberta, Saskatchewan, and the Government of Canada. The City will ensure local vendors and contractors are aware of relevant opportunities to participate. The new facility is expandable and will serve the community for decades to come.

COMMUNICATIONS ACTIVITY HIGHLIGHTS Dedicated web page A landing page within the existing City website will be developed under the URL www.lloydminsterWWTF.ca. Site content will be developed by City Communications, working in collaboration with members of the PMT with intent to launch on, or before, August 31, 2020. CCDC 30 Contract Signing City Communications staff will facilitate a video live stream for the official signing (SMT members) of the CCDC30 agreement. If COVID-19 restrictions are lifted the signing may occur in person with appropriate social distancing, if still required. Ground-breaking ceremony The City will coordinate a major ground-breaking ceremony involving all key stakeholders and funding authorities. The ceremony will be held at the WWTF site and will consist of a program and opportunity for fellowship. Indigenous representatives will be invited to bless the site and bring greetings. Video updates from The Big Room / construction site Communications will facilitate a ‘video corner’ where designated spokespersons from the PMT can provide brief, pre-scripted video updates. Additionally, project milestones that can be attractively showcased in video form will be recorded and shared throughout the Construction Phase. Scheduled media visits Approximately once per quarter, media will be invited to the Big Room and/or the construction site to capture images, learn about the project and hold interviews with designated PMT / City spokespersons. Time-lapse footage The City will acquire and install a time-lapse camera at the construction site. Images will be compiled each quarter and shared on the WWTF website. Blog updates Communications will facilitate the composition and publication of regular project update blogs, to be published on the WWTF website. Blog updates will also be offered to local media for publication in print and/or online.

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

Vendor-focused advertising The PMT and City Procurement will engage City Communications in the advertising and promotion of upcoming vendor opportunities. Primary advertising vehicles will include: • Bids & Tenders and all standard procurement resources • local newspaper • City-owned social media assets • niche advertising, as required Scheduled social media Working with the PMT, Communications will prepare a social media content calendar to ensure a consistent flow of public information. A unique Twitter account will be developed and administered by the City Communications team.

FREQUENTLY ASKED QUESTIONS (FAQ ) Why did the City of Lloydminster need to replace its wastewater plant? The City has made no significant process upgrades to the existing facility since 1983. Minor upgrades have included a new aeration system in 2007/8, coarse inlet screens (2010), and new aeration blowers (2012). The City’s current population is more than 31,000 people, and the existing aerated lagoons are unable to meet their original design effluent limits, let alone the current Wastewater Systems Effluent Regulations (WSER) limits.

What would happen if the City of Lloydminster chose not to build a new facility? Through Environment and Climate Control Canada’s (ECCC) Enforcement Branch, the Government of Canada has delivered a clear Directive to the City of Lloydminster to improve the quality of our wastewater to meet current standards or risk the legal and financial consequences of continued non-compliance.

Will construction of this facility have any impact on Lloydminster’s drinking water? No; however, the new plant will greatly enhance the quality of water Lloydminster returns to the North Saskatchewan River, which is the source of drinking water for many downstream cities, towns, villages and Indigenous communities.

What will happen to the existing wastewater facility? The existing facility will be incorporated into the overall treatment plant to best use the investment in the existing infrastructure. The design will include the reuse of the existing headworks, aeration blowers, and lagoon cells as a part of the new treatment facility.

When will the new wastewater facility be completed? The facility will be commissioned in late 2023 and fully operational by December 1, 2023.

How much will the new plant cost to operate? The existing aerated stabilization lagoon system has some of the lowest operational costs, but it is unable to meet the 2012 provincial and federal requirements. Any upgrade to the existing system will require

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

considerably more operational and maintenance costs, especially since effluent limits for a municipality this size require full-blown mechanical wastewater treatment.

Does the design of the new facility allow for future community growth? Yes, the new facility will be designed to accommodate the City’s growth projections for the next 20 years, until 2041. The new facility is also strategically placed on the existing site such that an addition, expansion, upgrade, etc. can use the area to the south on the same site to accommodate a further estimated 20 years of service.

How were the primary vendors chosen for this project? The primary vendors, or signatories to the CCDC30 Integrated Project Delivery agreement were all competitively procured using Qualifications Based Selection (QBS).

How can local vendors and suppliers participate in the project? The IPD Team is continuously evaluating project options based on a ‘Best for Project’ approach. This means that local contractors, vendors, and labour can be more cost effective for the project if they are able to meet quality and other project standards. Local vendors and suppliers should continue to monitor the City’s Bids & Tenders and other postings to see what work is put out for competitive procurement.

How can my company bid on contracts relating to this project? When work is posted for competitive procurement, carefully review the Instructions to Bidders contained in the call, determine if your company is able to meet all the requirements, and submit your bid in accordance with the instructions.

Does this project create opportunity to partner with neighbouring municipalities? Yes, the City would be able to receive regional wastewater once the facility is constructed.

Why did the City choose the Integrated Project Delivery model for this project? The City has a fixed budget that cannot be exceeded. To obtain the best value for the dollar spent the City decided to use the highly collaborative and open IPD approach. The Validation Phase allows the complete IPD

Team (Owner, Consultant, Contractor, and Other Parties) to carefully consider all options, costs, risks, etc. based on value. This allows for certainty without having to design and tender the project. Once the project is validated the Design/Construction Team will start the design based on the Validation Report.

What is the difference between wastewater and storm water? Wastewater is any water that has been affected by humans used in a home, business, or industrial process. It is disposed of through sinks, toilets and drains entering the City’s sewer system, which flows to the wastewater treatment facility where it is treated to remove contaminants before returning it to the North Saskatchewan River. Stormwater comes from overland drainage originating from rain, snow, or ice melt. Stormwater flows through the City’s stormwater drainage systems to retention ponds and then to the Neale-Edmunds Stormwater System on the City’s northeast boundary.

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

3.2

EXTERNAL STAKEHOLDERS

Project success is often determined by the interaction of the project team with internal and external stakeholders. The IPD Team brainstormed a list of known and anticipated stakeholders during the Pre-Validation Phase, including: • Saskatchewan Water Security Agency (SWSA or WSA) • Environment and Climate Change Canada (ECCC) • Alberta Environment • Lloydminster City Council • Saskatchewan Power • Grant Authorities • Saskatchewan Energy • Local businesses and contractors • Landowners • City of Lloydminster Departments (permits, executive leadership, financing, engineering, water, wastewater, steering committee, communications) • Those holding Rights-of-Way in the area • First Nations • Downstream Communities • Surrounding Counties and Rural Municipalities • Local Provincial and Federal Politicians • Taxpayers (City residents) • Landfill Operations • Construction Association • Sasktel • Operators • Septic Haulers

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

BASIS OF DESIGN

4.1

PROCESS MECHANICAL

COMPLIANCE REQUIREMENTS The primary requirement for the process design of the New Mechanical WWTF is to meet and exceed the effluent discharge limits to the North Saskatchewan River as defined within the Addendum Permit to Operate a Sewage Works. The addendum was issued to the City of Lloydminster in relation to Permit #3308-06-010, and came into effect on November 30, 2017. The effluent discharge limits defined within Appendix B of the Addendum are summarized within the table below. Table 4.1.1: Discharge Limits to the North Saskatchewan River Parameter

Location

Limit

5 Day Carbonaceous Biochemical Oxygen Demand

Final Effluent

Shall not exceed 25 milligrams per litre

Total Suspended Solids

Final Effluent

Shall not exceed 25 milligrams per litre

Escherichia Coli Bacteria

Final Effluent

Shall not exceed a monthly geometric mean density of 200 orgs per 100 ml.

Escherichia Coli Bacteria

Final Effluent

Shall not exceed a density of 1000 orgs per 100 ml

Total Phosphorous

Final Effluent

Shall not exceed 1 mg/L on a monthly arithmetic mean

Total Ammonia Nitrogen

Final Effluent

Shall not exceed 2 mg/L from May to October and 7 mg/L from November to April each calendar year

Un-ionized Ammonia –N

Final Effluent

Shall not exceed 1.24 mg/L at 15°C ± 1°C

Acute Lethality (pH stabilized)

Final Effluent

Shall be non-lethal to greater than 50% of test organisms at 100% effluent concentration

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

While these limits are stated within the addendum to the Permit, it is recognized that the Saskatchewan Water Security Agency (SWSA) have noted that these limits may be adjusted once the treatment process is selected and confirmed. In addition to the above discharge limits the process design is required to comply with: • The Environmental Management and Protection Act 2010, • The Waterworks and Sewage Work Regulations 2015, and • Any other requirements noted within the City’s Permit to Operate a Sewage Works. While the above documents specify the requirements of any wastewater facility, the standards and guidelines provided by the SWSA as a companion for the applicable Acts, Regulations and other provincial publications will also be applied. Additional standards and codes which will need to be consulted and applied where applicable include: • The Saskatchewan Occupations Health and Safety Regulations, 1996 • The National Building Code of Canada • American Society of Heating Refrigeration and Air Conditioning Engineers (ASHRAE) Standards. • National Plumbing Code of Canada • National Fire Protection Association (NFPA) Codes and Standards

INFLUENT CONDITIONS Introduction The influent flows and concentrations used for the basis of design of the Lloydminster New Mechanical Wastewater Treatment Facility are detailed herein. In June 2019, the City of Lloydminster (City) completed a Joint Regional Growth Study with the County of Vermillion River; the growth projections applied for the City within this Growth Study will be used for this project. As shown in the table below, the growth projection is not linear but demonstrates an overall average of 2.2% over 35 years.

Table 4.1.2: City of Lloydminster Population Projections, 2016 – 2051

Year

2015

2016

2021

2026

2031

2036

2041

2046

Population

31,377

31,415

36,945

41,418 45,832 49,351 53,974 60,670 67,489

In line with typical industry approach, the design horizon has been established as 20 years from 2021, such that the upgraded new Mechanical WWTF will serve the projected population in 2041. Specific flowrates and loads are dependent upon wastewater generation values per person and a review of historical variances. In addition to considering the population impacts on flows, rain and weather events were considered as well.

Sources of Raw Wastewater In addition to the raw wastewater collected through the municipalities collection system, landfill leachate and hydrovac septage wastes will also contribute to the influent to the WWTF. The historical collection of data that was used to predict the future flows and loads includes both streams, and thus was accounted for in the 2041 predictions. The City is currently working with the Hamlet of Blackfoot to develop a scenario where the City would receive wastewater from the Hamlet, whose current infrastructure is almost at capacity. The additional flow and loads from this stream are included in the flows used for the basis of design.

2051

Flows

Table 4.1.4 provides the concentrations and loads used for basis of design

Table 4.1.3 displays the projected influent raw flows to the Lloydminster WWTF for 2021 and 2041. The design for the facility is based upon the 2041 projections.

Parameter

Table 4.1.3 provides the flows used for the basis of design.

Biochemical Oxygen Demand (BOD)

270

7618

Total Suspended Solids (TSS)

251

8195

80%

Parameter

2021 Flows

2041 Flows

Dry Weather Flow – DWF (m /d)

10,028

17,590

Average Daily Flow – ADF (m3/d)

11,319

20,092

Average Maximum Monthly Daily Flow – MMF (m3/d)

16,812

30,348

Average Maximum Daily Flow – MDF (m3/d)

44,292 N/A

Peak Hourly Flow – PHF (m3/hr)

Volatile Solids Percentage

Design Maximum Influent Concentration Load (Based on (mg/L) 2041 MMF) (kg/d)

Total Kjeldahl Nitrogen (TKN – N)

1366

Ammonia (NH3 – N)

971

52,654

Total Phosphorus (TP – P)

5.1

155

5,608

Industrial Components

DWF – the average flow rate occurring over a 24-hour period during dry-weather periods. ADF – the average flow rate occurring over a 24-hour period based on annual flow rate data. MMF – the average flow rate occurring over a 24-hour period during the 30-day period with the highest flow based on annual flow rate data. MDF – the maximum flow rate averaged over a 24-hour period occurring within annual flow rate data. PHF – the maximum flow rate sustained over a 1-hour period based on annual flow rate data.

Concentrations and Loads In addition to the hydraulic influent flows, the influent solids and nutrient concentrations/loads need to be considered. Expected influent concentrations were determined based on historical influent data to determine an “equivalent grams per capita per day for each constituent”, and then applied to the population projects for 2041. This loading was then converted to a concentration at the Projected Dry Weather Flow condition for 2041, as listed in Table 4.1.4. It is industry standard to consider Maximum Monthly flows and loads for the sizing of biological treatment equipment, these concentrations were then applied to flows up to and including the Average Maximum Monthly Daily Flow of 30,348m3/d. These loads, as shown in Table 2, were used as the maximum raw influent loads to the WWTF. All flows above the MMF are applied on the basis that they are due to rainwater events, and therefore the additional hydraulic load does not carry any additional solid or nutrient loading.

ADM, a canola processing facility, is the main industrial contributor to the influent wastewater flows that flow to the City’s wastewater treatment facility. Accounting for 6.5% of the influent flows, ADM provides approximately 18% of the BOD loading to the process, as well as phosphorous, ammonia and sometimes suspended solids. ADM undertakes some limited treatment of their wastewater onsite, with the City monitoring their discharges such that a surcharge for overstrength contributions can be appropriately charged. Historically there are also oil events at the wastewater facility due to industrial-related events. This is often in the form of crude oil entering the facility in varying amounts. Over 45 oil events have been documented in the past five years, but crude oil comes into the facility more regularly in smaller amounts which may not be documented. No valuable information is available to determine schedule, trends or amount of oil to expect in the raw wastewater.

Figure 4.1.1: Crude Oil Captured on Existing Coarse Screens

The City has located multiple sources of this crude oil and is working to improve sewer-use bylaws, but this is not expected to fully resolve the issue, therefore the technology and design of the WWTF must be prepared to handle these crude oil events.

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DESIGN BASIS AND PRINCIPLES Within the preceding section, the influent conditions, effluent limits and projected influent flowrates were established for the New Mechanical WWTF. While these values set the input and output requirements for the process design, additional aspects need to be considered in order to further define the treatment process.

Selection of Treatment Process When planning a new wastewater treatment process, there are several approaches and technologies which can be applied to achieve the effluent discharge limits. A number of aspects can be used to distinguish the difference between the options, which may include process complexity, reliability of operation, ability of the treatment to adapt to upsets and of course costs.

•

Condition

Flowrate

Dry Weather Flow

17,590 m3/d

Average Day Flow

20,900 m3/day

Max Month Flow

30,350 m3/d

Max Week Flow

41,385 m3/d

Max Day Flow

52,650 m3/d

Peak Hour Flow

134,592 m3/d

•

In addition to the basis provided above, a number of design principles and concepts have been applied which are summarized below.

Equipment Redundancy

Table 4.1.6: Key Influent Wastewater Parameters

Parameter

Value

Biochemical Oxygen Demand (BOD)

270 mg/L

Total Suspended Solids (TSS)

251 mg/L

As a result of the assessment, Membrane Bioreactors were selected as the best option to meet the Owner’s Requirements, Goals and Constraints. This decision was further ratified and supported by both the Senior Management Team (SMT) and the City’s Steering Committee.

Total Kjeldahl Nitrogen (TKN – N)

45 mg/L

Ammonia (NH3 – N)

28 mg/L

Total Phosphorus (TP – P)

5.1 mg/L

Based on the influent flow projections for 2041 and the analysis of the historical data, the design basis for the New Mechanical WWTF is summarized as follows:

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Volatile Solids Percentage

Alkalinity

Six membrane trains will be provided to minimize the loss of treatment capacity, when a train is removed from service or fails; The sludge and biosolids produced by the treatment process will be managed by re-purposing Cell 1 of the existing lagoons as a sludge management cell.

Process Design Principles

Using the Owner’s Requirements, Goals and Constraints as a basis, a number of options were assessed using a process called “Choosing By Advantages (CBA)” to determine which option was the most appropriate solution for the City of Lloydminster.

Process Design Basis

Table 4.1.5: Influent Flowrate

80%

250 mg/L

Minimum Wastewater Temperature during Dry Weather and Average Day Flows

8°C

Minimum Wastewater Temperature during Max Month Flows

12°C

A Process Flow Diagram (PFD) was developed based on the foregoing and attached in the Appendices. The PFD defines the process stages, interconnections and flowrates for the new process and are as follows: • The existing headworks (2010) will be retained and reused as it has sufficient capacity; • Two existing lagoon cells will be used for wet weather management, as providing “treatment” for wet weather flow is cost prohibitive; • A primary clarifier will address the risk of crude oil entering the facility; • Secondary treatment will be limited to a Max Week Flow of 42,200 m3/d;

For rotating process equipment, online redundancy will be provided that in the case of equipment failure, the standby equipment will automatically start. With larger equipment, a duty/assist approach will be taken such that during Average Day Flow one piece of equipment will operate, and the second will automatically come into service when higher flows occur. A good example of this is the coarse screens within the existing headworks building.

Access and Maintenance Equipment will be positioned and orientated within the new facility such that it can be easily accessed and maintained. Where access is limited, equipment stairs and platforms will be provided.

Odour Control The project team reviewed the need for odour control at the New Mechanical WWTF. Based on information collected, the following conclusions were reached: • Odours are typically a result of not maintaining and eliminating sludge and scum build up within the process, especially upstream of fine screens; • The existing coarse screens and building are operated such that it has not experienced any issues with regards to odours providing no basis to support the implementation of additional odour control measures. • The application of odour control is often driven by number of complaints (ref: AEP, SWSA, Edmonton, Calgary), and few complaints have been attributed to the WWTF historically. • The facility meets the setback requirements, except for the adjacent landfill.

An odour control system is not required if equipment is maintained, fine screenings disposed and sludge managed.

Forcemain Capacity The existing forcemain does not have the capacity to convey the future flows during wet weather events. The existing Cells 2 and 3 will be used for wet weather flow management. Very large wet weather events will be “stored”, returned to the plant and then pumped to the North Saskatchewan River. This keeps the treated effluent flowrate below the capacity of the forcemain. Only in extreme wet weather events will there be a controlled discharge from the Cell 3 overflow. The cost to upgrade the existing forcemain and pump station in the future is considerable, and the City may want to consider an alternative discharge location for the high quality treated effluent. Reuse of the high quality effluent may also be an option to reduce the overall volume of treated effluent that needs to be pumped.

SEPTAGE RECEIVING The City of Lloydminster currently receives hauled septage at the landfill. A septage receiving manhole in the south of the landfill is connected to the North Trunk Main that flows east to the WWTF. The City receives on average 3,750 loads annually. The hauled septage is classified as domestic sewage and grease trap material from restaurants. The current receiving station does not allow for ease of sampling, thus the hauled septage has never been characterized. In the event of an emergency, a few trusted haulers are provided access to an after-hours manhole just outside the landfill. These haulers are asked to report the number of loads discharged at the after-hours manhole during the next business day. Haulers have identified operational challenges with the current receiving station such as freezing vent pipes, driving on an inclined slope during winter, frequent spills, and difficulty discharging to the intake pipe. The southern section of the landfill will be redeveloped in the future. This will include a new main entrance on 67th Street and a public drop-off area. A significant increase in the amount of traffic around the septage receiving station is expected, which will further increase safety concerns and challenges to the ongoing operation of the current septage receiving manhole.

The following options were considered for septage receiving: • Option 1: Status Quo (Landfill Septage Receiving Station / Manhole) • Option 2: Modular and automated turn-key system (Flowpoint/ JWC) • Option 3: Retrofit to the influent channel with card control access Each option was assessed and considered using the Choosing By Advantages (CBA) process. Retrofit to the influent channel with card control access (Option 3) was deemed the most suitable option based upon the assessment criteria developed by the IPD Team. A septage receiving station to the influent channel will address the need for access control and flexibility of operations. The location will also provide a safe access and future expandability compared to the current septage receiving station location. The station will consist of a buried vault capable of holding the equivalent volume of two 3,500 US Gallon tankers, which are typically used to transport septage. The tankers will be able to directly discharge the septage to the vault without the need for pipework. An isolation sluice gate will allow the contents of the vault to be isolated and held for testing if warranted. The new station will include an automated access gate at the north and south end of the area with a key card access such that a “drive through” approach can be adopted. The key card will be set-up to monitor the haulers accessing the septage receiving station and for future automated billing of the haulers. This option will address issues related to venting, spills and a safe driving surface. Septage quality monitoring will not be addressed in this option, but with further investment and a more complex system such as Option 2 this can be done.

EXISTING HEADWORKS The existing headworks was added to the 1983 wastewater treatment plant in 2010 and was put into service in August 2011. The expansion included three new channels, two of these channels were constructed for regular operations, and the third channel was constructed as a by-pass for unpredictable or wet weather flows. The two regularly operated channels were each constructed with a bar rake, coarse screen, grinder and an auger. Currently only one channel is required for normal flows. Each screen/channel is rotated monthly to ensure even wear/use. The bypass channel was constructed with only a bar rake as the bypass channel is intended to address wet weather flows only at this time. In the future, it is intended that the bypass channel would be converted into a regular operations channel with a new coarse screen, grinder, augers etc.

Rock Trap The New Mechanical WWTF is to be furnished with a rock trap upstream of the existing coarse screens prior to the inspection port manhole outside the headworks building. The inclusion of the rock trap in the treatment process is intended to protect the downstream equipment (coarse screens, grinders augers etc.) During normal flow operations, rocks of all sizes, and other heavier objects settle into the City’s sanitary collection system. During wet weather events, the rock and other heavy materials are pushed through the collection system into the existing headworks due to high velocities within the system. Left uncaptured, the rocks are removed by the screens and placed into the grinder and auger system, resulting in the following operational issues: • Jamming the conveyer chains on the coarse screens • Overloading the motor on the auger • Overloading the motor on the grinder • Additional wear (blunting) of the teeth on the grinder • Plugging the piping on the auger system

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Table 4.1.7: City of Lloydminster Coarse Screen Characteristics

Parameter Number of Coarse Screens (Total, Duty) Type Rated Capacity Incline Bar Spacing Motor Manufacturer Electrical Parameter Figure 4.1.2: Rocks in a wheel barrel

Figure 4.1.3: Crushed rock plugged in auger piping

The rock trap will be a passive system comprising of a concrete chamber recessed area within the floor. Within the recess a basket will be placed which can be lifted in and out through an access hatch directly above it. During normal flow conditions, the constituents of the wastewater will flow through the chamber and into the head works. During high flow / wet weather event, the normal constituents will flow through the chamber, but the heavier rocks and gravel will fall into the basket. Once the event is over and the basket is full, it can be lifted out and emptied. The installation of a rock trap is expected to prolong the useful life of the coarse screens, grinders and augers, as well as reducing effort spent maintaining the installed equipment.

Coarse Screens The continued use of the coarse screens in the new process are the main reason for keeping the existing headworks building. The chain driven coarse screens are installed at 75-degree angle within the channel, and each is equipped with racks with a bar spacing of 6mm that gather the larger solids in the wastewater stream. After the solids are gathered on the racks, they are directed into a grinder that breaks down the solids and feed an auger system to be dewatered and compressed. The solids are deposited into a disposal bin by the auger and shipped to the landfill for disposal.

Number of Grinders Type Motor Manufacturer Electrical Parameter Number of Augers Type Motor Manufacturer Electrical

Value 2,1 Headworks MAHR Bar Screen 1.39 m3/s per Screen 75 Deg 6.00 mm Baldor 3 HP / 575 V / 3 PH Value 2 (one per screen) Muffin Monster Baldor 5 HP / 575 V / 3 PH Value 2 (one for each screen) Muffin Monster Baldor 3 HP / 575 V / 3 PH

With the construction of a new facility, the existing coarse screens will be retained and integrated into the new process. In order to account for the varying flows, the existing actuated inlet gate will be connected to the plant control system, such that the second screen will be brought online automatically in the event of a high flow event.

PRIMARY CLARIFIER Primary clarifiers are typically used to reduce the solids and the carbon associated with settleable solids contained within influent wastewater. This process stage is typically considered a primary treatment process and effectively lowers the organic load on the downstream secondary treatment process, allowing a reduction in the secondary process volumes and aeration requirements. The potential downside of a primary clarifier also creates a primary sludge stream which requires a treatment strategy. For the reasons above, primary clarifiers are commonly used on larger wastewater treatment plants where the savings are significant and there are often anaerobic digesters available for treating the primary sludge. For facilities of similar size to the New Mechanical WWTF, the installation of a primary clarifier is often not beneficial as the cost savings within the secondary treatment stages are not sufficient to cover the cost of the primary clarifier. However, this new facility has several circumstances which provide for the primary clarifier to be a cost effective, robust and resilient form of pre-treatment. One of the goals of pre-treatment processes, which occur before primary treatment stages, is to protect the secondary treatment processes from the accumulation of debris, contaminants or materials which would negatively impact the process or damage equipment. The City has significant industrial contributions, from both known and unknown sources, which contribute oils and fats into the collection system and hence the influent wastewater, as shown in the figures below.

The effective use of existing infrastructure to reduce cost was identified as one of the Ownerâ&#x20AC;&#x2122;s Requirements, Goals and Constraints. The existing headworks had been recently updated, retains significant service life and is still relevant to the treatment process. Utilizing the existing headworks building will help reduce overall project cost and ensure effective utilization of existing equipment.

Table 4.1.7 summarizes the primary parameters of interest with regards to the coarse screens, grinders and augers.

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Figure 4.1.4: Oil in the collection system

Figure 4.1.5: Fat in the collection system

The testing conducted on the wastewater which contains these oils, fats and grease and observations made by the Operators have shown oil has a tendency to float, but also adheres to grit which can accumulate on the bottom of low velocity structures such as channels and tanks. Grit is also another constituent of concern, which should be removed prior to the secondary treatment processes. In considering the pre-treatment processes, there are options for grit removal which are well proven on municipal wastewater. There are also different options for oil / water separations which also are well proven on industrial waste streams. However, these individual processes and technologies are designed for the specific contaminants to be removed, in the likely industries in which they occur. As a result, there are few grit removal processes which are proven when operating with significant concentrations of oil, and few oil removal processes which are proven when operating with significant concentrations of grit and fibrous debris found in municipal wastewater.

which are to be re-purposed as sludge deposition cells where anaerobic treatment of the sludge will be provided. This is considered to be a low operating cost sludge disposal system. The floatable components of the wastewater, including the fats, oil and grease will be collected on the surface of the wastewater within the primary clarifier and directed to scum collection troughs which will move this waste to a scum holding tank. The collected material will be concentrated within the holding tank and clean water will be returned to the inlet of the primary clarifier. The material concentrated within the holding tank will be removed and disposed off via a Vac-truck periodically.

A reassessment of the selection noted that primary clarifiers are able to operate as a grit / solids separation process, in addition providing zones that can remove floatable oils and fats. While primary clarifiers are not usually considered for this size of facility, they have a demonstrated track record of performing the function required in both a municipal and industrial wastewater environment with the contaminants similar in nature to those present in the influent wastewater. As noted above, the application of a primary clarifier results in the production of a primary sludge waste stream which contains the settled solids. The existing WWTF facility has the benefit of existing lagoons

Rectangular Clarifier

Circular Clarifier

Advantages: Less land required for multiple trains

Shorter detention for settling sludge

Possible common wall construction

Simple sludge collection system

Longer flow paths reducing shortcircuiting

Incorporates flocculation chamber

Higher effluent weir loadings

Lower maintenance requirements

Better sludge thickening

Easier to remove heavy sludge

Disadvantages

The use of individual processes (i.e. grit removal followed by oil separation or oil separation followed by grit removal) was considered. Due to the lack of operating information, the random nature of the crude oil events, references suggested that separate process stages for either grit removal and oil would have issues operating in the presence of both contaminants and that a process that manage both contaminants effectively at the same time was desired. An initial exercise following a “Choosing By Advantages” process determined that a custom designed pre-treatment stage to address both oil and grit at the same time was the best option for the New Mechanical WWTF. In developing the initial concept, the size of the pretreatment stage became similar in size, form and function to a primary clarifier, prompting the question “Why not use a primary clarifier?”

Table 4.1.8: Advantage and Disadvantages of Clarifier Configurations

Longer detention time of sludge

Higher short-circuiting potential

Less effective for high solids loading

Higher headloss More yard piping

Based upon the above information, a rectangular clarifier has more desirable advantages, specifically in the capability of accepting higher peak flows, minimizing short circuiting and minimizing the headloss across the clarifier. The rectangular configuration using surface scrapers that align with the water flow is believed to support the removal of any oil floating on the surface. As such a rectangular configuration of clarifier was selected for the New Mechanical WWTF. Figure 4.1.6: Scum Collection Trough

The combination of the reduction in the downstream loads, the ability to remove grit/oil in one process stage and the low cost sludge disposal option, creates a situation where a primary clarifier is the most cost effective, robust and resilient pre-treatment process for the New Mechanical WWTF.

Figure 4.1.7: Schematic representation of Rectangular Primary Clarifier

Primary Clarifier Configuration There are two possible configurations of a primary clarifier commonly used; circular and rectangular. The advantages and disadvantages of the two types are shown in the table below.

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Primary Clarifier Characteristics:

Table 4.1.10: City of Lloydminster Primary Clarifier Design Characteristics

The clarifier will be designed with a width that is wider than a usual clarifier of this type, which is more conducive to removing sludge quickly to minimize the risk of septicity, and minimizing the strain on the scraper mechanisms with the potential for higher grit and high solids loading in the inlet end of the clarifier. The key characteristics of the clarifier are provided within the table below. Table 4.1.9: City of Lloydminster Primary Clarifier Characteristics Parameter Type Installation (Indoor/Outdoor) Number of Trains Dimensions Per Train (L x W x SWD)

Value Rectangular Outdoor 2 30m x 8m x 3.75m

Volume Per Train

900 m3

Surface Area Per Train

240 m

Train Sludge Collection

Chain & Flight

Common Sludge Collection

Cross Collector

Scum Collection Scum Holding No. of Weir Troughs Per Train Weir Area Per Train Primary Sludge Disposal Scum Disposal Co-Settling of Waste Activated Sludge

2021

2041

Hydraulic Residence Time (Hrs) HRT during ADF (winter months)

4.1

2.5

HRT during Max Month

2.4

1.4

HRT during Max Week

1.5

1.0

Surface Overflow Rate (m3/m2/d) SOR during ADF (winter months)

21.9

36.6

SOR during Max Month

37.1

63.2

SOR during Max Week

60.0

86.2

Weir Overflow Rate (m3/m/d) WOR during ADF (winter months)

164

275

WOR during Max Month

278

474

WOR during Max Week

450

647

Common Tipper Trough Common Tank 2 32m Grinder & Positive Displacement Pump to Sludge Management Cell Via Tanker Enabled as Optional

The configuration of the primary clarifiers was established using an iterative process, which results in the design process characteristics as shown in the table below. The basis of the design is that up to Max Month Flows, the key design variables are within ranges typically used within industry standards. At flowrates above the Max Month Flows, the weir overflow rate is above the typical ranges. This is mitigated on the basis that the constituents within the influent wastewater are diluted at flowrates above the Max Month Flow.

Design Parameter

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Based upon the physical and design characteristics, the primary clarifier is expected to provide the following performance: Table 4.1.11: City of Lloydminster Primary Clarifier Performance characteristics Design Parameter

ADF Dry 2041

ADF 2041

MMF 2041

MWF 2041

TSS removal %

BOD removal %

In addition to the physical arrangement of the tank that consists of the primary clarifier, mechanical / rotating equipment will also be included which have been summarized in the Table below.

Table 4.1.12: City of Lloydminster Primary Clarifier Mechanical Equipment Items Design Parameter

No. Of Items

Electrical

Inlet gates

2 (1 per train) Actuated

Minor

Primary Clarifier Drive Mechanism

2 (1 Per Train)

0.5 HP / 575 V / 3 PH

Cross Collector Drive Mechanism

2 (1 Per Train)

0.5 HP / 575 V / 3 PH

Scum Collector Worm Drive

Primary Sludge Removal and Discharge The primary sludge will accumulate in the sludge hoppers at the inlet end of the clarifier, where on a timed basis it will be removed using the primary sludge pumping system. Primary sludge often contains rags and fibrous material which makes pumping difficult. To address this issue the primary sludge will pass through a grinder upon leaving the clarifier to break up this material and improve the viscosity of the liquid. Positive displacement / rotary lobe pumps will be used to transfer the primary sludge to the sludge deposition cells. The characteristics of the rotating equipment are provided within the tables below. Table 4.1.13: Primary Sludge Grinder Characteristics Parameter Number of Grinders Type Rated Capacity Rated Max Pressure Electrical

Value Two (Duty / Duty) In-line, twin shaft grinder 1 to 40 m3/hr 90 PSI 2 HP / 575 V / 3 PH

WET WEATHER MANAGEMENT

Table 4.1.14: Primary Sludge Pump Characteristics Parameter Number of Primary Sludge Pumps Type

Value Three (2 Duty, 1 Standby) One per Clarifier Positive Displacement Rotary Lobe 1.1 – 1.6 m3/hr

Capacity TDH

5 - 13m

Electrical

6 HP / 575 V / 3 PH

Grinder

The New Mechanical WWTF will include and operate in coordination with a Wet Weather Management (WWM) system. As discussed in the previous sections, the wastewater collection system can convey significant wet weather volumes, which are projected in high rainfall events to exceed 52,650 m3/day in 2041. The reported carrying capacity of the trunk mains to the WWTF is 134,593 m3/day. The WWM system is intended to readily and automatically divert flowrates which are larger than those which can be treated and discharged by the new treatment process. This is important as the WWTF and the WWM system have to work together as there is no capability within the collection system to store or equalize the wastewater prior to its arrival at the WWTF. The WWM system will be designed to accommodate events based on the predicted capacities of the sewer system as detailed in the City’s Sanitary Master Plan (AECOM, 2015), which can be summarized as:

PD Pumps

1. Maximum carrying capacity of the sewer where: • 267,840m3 can be received (24hours or less). • This would be the result of a historic flood event filling the sewer to capacity for 24hrs. 2. A 1-in-25 yr storm event where: • 134,611m3/d is predicted to be generated and can be received.

Figure 4.1.8: Primary Sludge Grinder and Pump Installation

Wet Weather Flow Management The primary clarifier is designed to accommodate peak flows hydraulically and will provide some TSS and BOD reduction during these high flow events. During these events and at the discretion of the Operators, it will be possible to divert some of the wet weather flows away from the primary clarifier to the wet weather management cells. This action may be undertaken should the reduced performance of the primary clarifier significantly impact the secondary treatment processes.

Historical wet weather events have been recorded which produce flowrates which are not only high instantaneous flowrates in line with those listed above, but which also last several days. These long duration high rainfall events produce large volumes of wastewater requiring both storage and eventual treatment. The capacity of the WWM system to manage long duration high flow events is linked to the discharge capacity of the WWTF. The ability to remove water from the WWM by treatment and subsequent discharge makes a significant difference to the overall required holding capacity of any storage system (i.e. the lagoons). The discharge capacity of the WWTF is defined by the treatment capacity of the secondary treatment stages. For this facility the treatment plant is to be designed with a treatment capacity of 42,200m3/day for a period of 7 days, which reduces to 34,992 m3/day for the subsequent 30 days, due to the technicalities of the membrane filtration stage. Treated effluent from the new process will be discharged

to the North Saskatchewan River via the existing forcemain which is limited to a flow between 25,920 to 34,189 m3/day. Options to discharge treated effluent to alternative locations will be developed following start-up of the new process, as will verification of the actual forcemain capacity. The basic principle applied to the WWM however remains the same. As the ability of the WWTF to treat and discharge wastewater increases, the ability of the WWM to accommodate large, long duration rainfall events also increases. At the New Mechanical WWTF, the WWM system will consists of: • A primary / passive wet weather diversion after the primary clarifier and before the band screens. • A secondary / operator initiated wet weather diversion after the coarse screens and prior to the primary clarifier. • The reuse and repurposing of existing lagoon cells: • Cell 3 will operate solely as a wet weather storage cell. • Cell 2 will operate initially as a wet weather storage cell, with the possibility that in the future it may transition into a sludge storage cell. The total depth of the existing cells from the floor of the cells to the top of berm is 6.65 m, with an overflow to the Neale Edmunds from Cell 3 set at a water depth of 5.5 m. Based upon each cell being operated from a minimum water level of 0.2 m to a maximum water level of 5.5 m, the following volumes for wet weather storage will be available upon plant start-up. • Cell 2 – 135,000m3 • Cell 3 – 262,000m3 • Total – 397,000m3 The wastewater diversion points noted above will be connected into the existing infrastructure that currently moves the wastewater to the lagoon cells. Modifications will be needed to prevent wastewater from entering Cell 1 and provide the options to direct the diverted wastewater into Cell 2 or Cell 3. The preference at this time is to divert the water into Cell 2, fill Cell 2 and then overflow into Cell 3. Existing structures allow for Cell 2 to overflow into Cells 3 and for a low level connection between both cells. These structures will need to be modified to prevent wastewater from entering Cell 1, which is allocated for sludge management.

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Quality of Wastewater within Cells It is important to recognize that the primary diversion is expected to be used to divert the majority of wet weather volumes and that this structure is downstream of the coarse screens and primary clarifiers. It is anticipated that the vast majority of wet weather volumes will have lower concentration in total suspended solids due to settlement within the clarifier and the natural dilution effect within the collection system due to rain water. In extreme wet weather conditions, should the high flowrates have a negative impact on the performance of the primary clarifier due to high surface and overflow rates, then sluice gates upstream of the primary clarifier can be opened such that water is diverted directly from the outlet of the headworks to the WWM system. It is expected that in this situation, the solids content of the diverted wastewater will remain low due to the dilution effect caused by the high volume of rain water within the collection system.

Wet Weather Return Once the wet weather event has passed and the influent wastewater flowrate has reduced, the wastewater held within the WWM system will be returned to the main process, treated and discharged. Due to the long term unpredictability of wet weather events, the basic principle is to empty the WWM system as quickly and efficiently as possible, such that there is space available for the next event. This will be achieved through the application of portable, self priming, non clog pumps which will draw wastewater from the cells and convey it to the inlet of the primary clarifier. The return will occur through permanent installation of suction lines into both Cell 2 and Cell 3, and a permanently installed pipeline which will return the wet weather volume to the inlet structure of the primary clarifier, such that it will blend with the incoming wastewater and be clarified prior to passing through the band screens and onto the secondary treatment stages. When required, the portable pumps will be moved into position, connected to the permanently installed pipework with hoses/camlocks and then started. The number of pumps and rate of return will be established by the Operators. Thus the rate of emptying the WWM system will depend on the current influent flow rates at the time and the discharge flowrate limit of the WWTF. The characteristics of the wet weather return system are provided in the table below.

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Table 4.1.15: Wet Weather Return System Characteristics Parameter Suction Pipework Suction Lift Maximum Wet Weather Flowrate Return Number of Pump / Type Flowrate per Pump

Value Four 200 mm Diameter Steel Lines per cell 6.65 m 35,000 m /day (405 L/sec) 3

Four / Non Clog, Diesel Pumps 105 L/sec

Total Dynamic Head

Discharge Pipework

450 mm Diameter HDPE

Rinse and Washout System In order to ensure any material that accumulates in the cells will be removed, a rinse/washdown spray system will be installed in the center of the cells. The washdown system will be connected to the treated effluent line and will be used to remove any solids to the pump suctions and ensure there is a minimum water level in each cell.

Seasonal Strategy: The WWM system will have both a winter operating condition and a non-winter operating condition. â&#x20AC;˘ During winter, the WWM cells will be filled with water to a depth suitable to prevent ice from damaging the bottom (approximately 2 m) â&#x20AC;˘ During non-winter months, the WWM cells will need to be ready to accept wet weather volumes. As such the cells will be maintained at a minimum water level of about 0.5 m, to maximize the available storage volume.

FINE SCREENS The purpose of the Fines Screens is to prevent material from entering the downstream process which could physically foul or damaged the membrane fibers. Typically, a fine screen such as rotating drum screens is used for this purpose. However, with the application of a primary clarifier it is viable to use a band screen in this application which results in a smaller footprint and a reduction in the amount of associated structural and building infrastructure.

Figure 4.1.9: Hydrodyne Band Screen

The New Mechanical WWTF will be furnished with two band screens in a duty/standby configuration. Both band screens will be located within the equalization tank, with one screen in each compartment. Each screen will have a design capacity of 54,864 m3/day (projected worst max month plus 30%) with a circular or square 2 mm opening. Under normal operating conditions, only one screen will run at a time and the screens will be rotated on a weekly/monthly basis. Each screen will be provided with a screening’s compacting system, such that dry screenings following compaction will be discharged into a bag. Discharging screenings into bags is expected to limit odours from the screenings, which will then be manually emptied into a larger bin by the Operators, placed next to the equalization tank. Table 4.1.16 summarizes the primary parameters of interest with regards to the band screens. Table 4.1.16: Band Screen Characteristics Parameter

Value

Type

Perforated Panel, Band

Number

2 total,1 duty, 1 standby

Peak Design Flow, each Estimated Minimum Water Level Anticipated Headloss at Design Flow

54,864 m3/hr 829 mm 571 mm (at 30% blinding & minimum water level)

Maximum Inlet Suspended Solids (mg/L)

510 mg/L (under Peak Flow conditions for a duration of 2 hours)

Screen Opening Size (each), Type

2 mm, circular or square

Average Capture rate (particles 2 mm or greater)

93 %

Number of compactors

2 (one for each screen)

Electrical

2.25 HP / 575 V / 3 PH

Manual gates will be provided at the inlet of each band screen to allow for isolation of the band screens when maintenance/removal/inspection is required. Plant Service Water connections using treated effluent will be provided to each band screen unit for flushing and washing purposes. Two bins, one for each band screen and similar in size to the coarse screens bins,

will be provided to collect the dry screenings generated from the band screens. Monitoring of the quantity of screenings generated will have to be undertaken by the City’s Operations’ staff following construction and commissioning of the new WWTF to determine the appropriate sizes of these bins based on factors such as sufficient capacity, frequency of emptying the bins, etc. The screenings will be transported and disposed of at the City’s landfill.

FLOW EQUALIZATION The purpose of the flow equalization stage is to mitigate the short duration peaks in flow and diurnal flow patterns, such that a manageable flowrate is achieved through the secondary treatment processes. The flow of wastewater into the current facility varies over the day based upon the activities of the City’s residents and the local weather conditions. As flow equalization addresses changes in flow over short durations, this is currently easily accommodated within the existing lagoons by minor changes in the wastewater level within the individual cells. Within the New Mechanical WWTF a more proactive management approach is needed, that allows the secondary treatment process to “catch up” with the changes in the incoming flows. To achieve this, an “inline” flow equalization approach has been undertaken, along with the provision of additional volumetric capacity within the bioreactors, which allows the control system for the membrane to adapt to the short duration peaks. The flow equalization pumps, which pump wastewater from the flow equalization tank to the bioreactors, have been sized to convey 30% more than the design capacity of the bioreactors / membranes. This allows wastewater to be moved more quickly into the equalization volume within the bioreactors. At a high level, as the flow increases into the facility and through the primary treatment stages, the level within the equalization tank will increase. As such, the speed of the equalization pumps will increase to remove more wastewater, such that the level in the equalization tank is maintained to the preestablished control set point. With more wastewater now entering the bioreactor, the wastewater level increase within the bioreactors will be noted and the permeate flow through the membranes will be increased until such time that the level in the bioreactors returns to the preestablished control set point.

A summary of the primary parameter of interest with regards to flow equalization is summarized in tables 4.1.17, 4.1.18 and 4.1.19 below. Table 4.1.17: Flow Equalization Tank Characteristics Parameter Number of Compartments

Value Two (Duty / Duty)

Residence Time at Max Weekly Flowrate

10 Minutes

Effective Volume

294 m3

Compartment Width

Compartment Length

Compartment Depth

5.8 m

Normal Liquid Depth

1.5 m

Maximum Liquid Depth

3.8 m

Table 4.1.18: Flow Equalization Pump Characteristics Parameter Number of Pumps Type / Control

Value Four (3 duty, 1 standby ) Submersible / Variable Speed

Number of Pumps per Compartment Total Design Flow Flowrate per Pump Total Dynamical Head Electrical

Two 54,860 m /day (625 L/sec) 3

212 L/sec 14 m 85 HP / 575 V / 3 PH

Table 4.1.19: Flow Equalization Bioreactor Characteristics Parameter

Value

Equalization Depth in Bioreactor

0.5 m

Total Bioreactor Surface Area

1,670 m2

Equalization Volume

835 m3

Residence Time at Max Weekly Flowrate

28 minutes

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BIOREACTORS The bioreactors within the New Mechanical WWTF are comprised of a splitter channel, anoxic zones and aerobic zones. A summary of each one of these parts is provided within this section; however, they all work in conjunction with one another to provide biological and chemical treatment of the wastewater.

Biological design The objective of the biological design is to promote the optimal environment for the biology that is required to reduce the concentrations of Chemical Biological Oxygen Demand (CBOD), Ammonia and Nitrogen within the incoming wastewater. Using a combination of anoxic and aeration zones, a design has been developed based upon the SUEZ internal biological kinetic model, which was verified by Biowin modelling (see below).

Table 4.1.20: Key Design Parameters used in Modelling Parameter

• Value

Design Flow Max Month Flowrate

30,348 m3/d

Concentrations Downstream of Primary Clarification Total Suspended Solids (TSS) Inert Solids

121 mg/L 20%

Biological Oxygen Demand (BOD)

169 mg/L

Total Kjeldahl Nitrogen (TKN)

41.6 mg/L

Total Phosphorous (TP)

4.8 mg/L

Alkalinity

250 mg/L

pH Wastewater Temperature

7 12°C

Loads downstream of primary clarification Total Suspended Solids (TSS) Inert Solids

3,670 kg/d 734 kg/d

Biological Oxygen Demand (BOD)

5,110 kg/d

Total Kjeldahl Nitrogen (TKN)

1,260 kg/d

Total Phosphorous (TP)

144 kg/d

Effluent Quality Biological Oxygen Demand (BOD) The bioreactor has been sized to address the projected organic loadings and the flow assigned to the projected Max Month Flowrate (MMF) in 2041, using wastewater at 12°C and a bioreactor Mixed Liquor Suspended Solids (MLSS) concentration of 8,000 mg/L. Additional modelling for the other influent conditions were conducted to ensure that the effluent criteria are met during all scenarios including the Average Day Flowrate in 2041 at a wastewater temperature of 8°C. While not biological in nature, Phosphorous is removed from the wastewater by the addition of Aluminum Sulfate. The Phosphorous reacts chemically with the Aluminum Sulfate to lock the Phosphorous in a solid form, which is subsequently removed by the downstream membranes. The key design parameters used within the modelling are listed in the Table below.

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Total Nitrogen (TN) Total Phosphorous (TP)

≤ 5 mg/L ≤ 10 mg/L ≤ 0.15 mg/L

Bioreactor Design The bioreactor consists of 3 duty trains each capable of treating 1/3 of the incoming wastewater flowrate to the effluent quality outlined above. To address diurnal variations in flowrates, an additional 0.5 m of depth above the normal operating level has been added to provide an additional 835 m3 of equalization volume. The wastewater from the flow equalization pump station enters a splitter channel, which distributes the wastewater between the three trains and permits: • The Return Activated Sludge (RAS) to be mixed with the incoming wastewater,

•

The addition of Aluminum Sulphate, which is used to remove Phosphorus from the water, and The addition of Sodium Hydroxide, which is used to address a low pH of the wastewater.

Each individual bioreactor train consists of an: • Anoxic zone equipped with one submersible mixer to ensure the mixed liquor remains in suspension. Within this zone, Nitrate (NO3-N) is removed and alkalinity is recovered which has been lost through nitrification • Aerobic zone which is equipped with fine bubble diffusers/ aeration to provide oxygen which facilitates the removal of Carbon (BOD) and Ammonia. To achieve the Total Phosphorus target of 0.15 mg/L, a coagulant dosing system consistent of chemical storage tanks and dosing pumps has been included to add the Aluminum Sulphate to the splitter box. In the case of alkalinity depletion, which affects the pH of the wastewater in the bioreactor and negatively impacts the treatment performance of the system, a Sodium Hydroxide (Caustic Soda) dosing system comprised of a storage tank and dosing pumps has been added. The oxygen required for carbon removal and nitrification will be provided by a system of blowers and fine bubble diffuser grids. The design of which is based on the following conditions: • Oxygen required for BOD5 oxidation…………1.25 kg O2 / kg BOD5 • Oxygen required for Nitrification………...……4.60 kg O2 / kg NH3

Using these oxygen requirements, the established plant organic loadings and the amount of oxygen introduced by the membrane aeration system, the Actual Oxygen Requirement (AOR) has been calculated as 8,300 kg/d. The AOR along with the environmental parameters and a minimum dissolved oxygen (DO) concentration requirement of 2 mg/L, have been used to establish the diffused aeration system and required air flows which are to be supplied by the process aeration blowers. The biological process used within the secondary process generates sludge which must be removed to maintain the target design Mixed Liquor Suspended Solids (MLSS) concentration of 8 g/L, in addition to any foam and scum layers which are formed. The excess sludge, foam and scum will be removed via a surface wasting system consisting of three waste/scum boxes located at the end of each aerobic zone. By

opening / closing sluice gates on each box, sludge will be drawn from the associated bioreactor and conveyed by gravity to two positive displacement pumps, which will transfer the Waste Activated Sludge (WAS) to either Cell 1 or the primary clarifier for further thickening (referred to as co-thickening).

Aerobic Zone Dimensions

The key characteristics of the bioreactors are provided in the table below.

Total Operating Anoxic Volume

4,400 m

Total Operating Aerobic Volume

4,936 m3

Total Operating Bioreactor Volumes

9,336 m3

Single Train Anoxic Operating Volume

1,466 m3

Single Train Aerobic Operating Volume

1,645 m3

Total Single Train Operating Volume

3,111 m3

Bioreactor Operating Parameters Aerobic Sludge Retention Time (SRT)

10.8 days

Total Sludge Retention Time (SRT)

19.2 days

Target Mixed Liquor Suspended Solids (MLSS) Concentration Target MLVSS/MLSS Ratio (MLVSS - Mixed Liquor Volatile Suspended Solids) Volume of Sludge Wasted @ 8 g/L Mass of Sludge Wasted @ 8 g/L Applied Alpha Factor Oxygen Uptake Rate (OUR) Anoxic Zone Dimensions

8,000 mg/L 0.61 525 m3/d

Parameter

Zone Length

24.4 m

Type

Positive Displacement Air Blower

Normal Water Depth

5.5 m

Number of Blowers

Four (Three Duty, Once Standby)

Side Wall Height

6.73 m

Peak Design Airflow per Blower Electrical

As noted above, process equipment will be provided and installed as part of the bioreactors. The characteristics for major equipment associated with the bioreactor operation is listed in the tables below. Table 4.1.22: Anoxic Mixer

Number of Mixers Electrical

Dosing Pump Capacity

0.54 63 mgO2/L/h 12.26 m

Zone Length

21.0 m

Submersible Mixer

Headloss at Peak Design Flow

7.7 m

12 HP / 575 V / 3 PH

Normal Water Depth

5.7 m 6.73 m

Dosing Pump Type Number of Dosing Pumps Dosing Pump Capacity

Table 4.1.27: WAS/SCUM Pumps Parameter Type

Value Two 45 m3 per tank Magnetic Driven Two (Duty / Standby) 10 to 130 L/hr

Value

Number of Storage Tanks Storage Tank Capacity

Value

Three (One per Bioreactor)

Table 4.1.24: Sodium Hydroxide Storage and Dosing Parameter

Parameter

4,962 Nm3/hr

Number of Storage Tanks

Number of Dosing Pumps

Table 4.1.26: Fine Bubble Diffuser

Peak Design Airflow, per train

Parameter

Dosing Pump Type

7.7 m 200 HP / 575 V / 3 PH

Value

Table 4.1.23: Aluminum Sulphate Storage and Dosing

Storage Tank Capacity

4,962 Nm3/hr

Tube Diffuser

Parameter Mixer Type

Value

Diffuser Type

4,220 kg/d

Zone Width

Side Wall Height

12.26 m

Bioreactor Equipment

Value

Bioreactor Design

Number of Biological Trains

Zone Width

Discharge Pressure

Table 4.1.21: Bioreactor Characteristics Parameter

Table 4.1.25: Process Aeration Blower

One 3 m per tank 3

Magnetic Driven Two (Duty / Standby) 21 to 111 L/hr

Number of Pumps Peak Design Flow per Pump Headloss at Peak Design Flow Electrical

Value Positive Displacement Pumps Town (Duty / Standby) 51 m3/hr 10.5 m 7.5 HP / 575 V / 3 PH

MEMBRANE FILTRATION With the bioreactors providing the biological treatment of the wastewater, the purpose of the membrane filtration stage is to produce a high quality permeate by separating liquid from the mixed liquor, and to return concentrated activated sludge to the splitter channel at the front of the Bioreactors.

Membrane system configuration The ZeeWeed membrane filtration system within the New Mechanical WWTF is comprised of six (6) identical membrane trains located outside of the process building. Each train includes spaces for six (6) cassettes

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with only five (5) of the spaces populated with cassettes and one spare. The membrane system is designed to achieve the 2041 projected Maximum Week and Maximum Monthly flowrate with only five (5) trains in operation. The key characteristics of the membrane filtration stage is provided within the table below. Table 4.1.28: Membrane System Key Characteristics Parameter Membrane Type Number of Membrane Trains

Value ZeeWeed 500D Six

Number of Membrane Cassettes Spaces per Train

Six

Number of Fully Populated Membrane Cassettes Installed per Train

Five

Number of Partially Populated Membrane Cassettes Installed per Train

Zero

Maximum Number of Membrane Modules per Cassette

Number of Membrane Modules Installed

1,560

Total Installed Membrane Area per Train

8,944 m2

Total Installed Membrane Area

53,664 m2

Spare space available

16.7 %

2041 Average Dry Weather Flow Dry Net Flux (6 trains online)

13.7 Lmh

2041 Average Day Flow Net Flux (6 trains online)

15.6 Lmh

2041 Max Month Flow Net Flux (6 trains online)

27.2 Lmh

2041 Max Month Flow Biological System Net flux (6 trains online)

23.6 Lmh

2041 Max Week Flows Net Flux (6 trains online)

32.8 Lmh

Membrane System Peak Hour Flow Net Flux (6 trains online)

32.8 Lmh

Max Week Flow Net Flux (5 trains online) Permeate Net Flow reduced from 42,200 m3/d to 34,897 m3/d

32.5 Lmh

Max Month Flow Net Flux (5 trains) Permeate Net Flow reduced from 34,990 m3/d to 26,239 m3/d

24.5 Lmh

The membrane trains receive mixed liquor from the bioreactors via a common membrane feed channel through three submerged gates on 36

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the outlet of each bioreactor (one per bioreactor train). Each membrane train is equipped with a deflector plate at the inlet to protect the 1st cassette from the high incoming flow that typically occurs during startup and following a recovery clean while the tank is re-filling. To further protect the membranes each train has a high and low level switch, as well as a level transmitter. To prevent uncontrolled mixed liquor spillage, the top of each membrane tank wall matches the top of the bioreactor walls, and the common membrane feed channel is equipped with an emergency overflow which discharges directly to lagoon Cell 1. Within a single membrane train, all the cassettes are connected to a permeate header and an air header. The permeate header is connected to the suction side of a positive displacement (rotary lobe) pump which is operated by a Variable Frequency Drive (VFD). This pump draws clean water through the membrane wall to the inside of the hollow fiber and subsequently discharges the permeate to the near-by effluent tank. Due to its reversible flow capabilities, the positive displacement pump is used to clean the membranes by providing backpulse water from the effluent tank, and the water used for the two types of chemical cleans that are required for the operation of a ZeeWeed MBR. An ejector is located on each permeate header to support the air removal and prevent the permeate pump from air locking. The air header is supplied with air by a bank of seven (7) positive displacement blowers (one per train and one spare). Installed such that each blower is connected to a common air header, the blowers are able to switch between the two air scour operation schemes, LEAPHigh and LEAPLow for the most energy efficient operation of the membrane system. The mixed liquor enters the membrane tanks at MLSS concentration of approximately 8 g/L by gravity via the distribution channel. As the mixed liquor is concentrated within membrane tanks due to the removal of liquid (permeate), and the biology must be returned to the bioreactors, the concentrated mixed liquor is recirculated via Return Activated Sludge (RAS) pumps. With one RAS pump provided per train, a total of six pumps are able to return mixed liquor to the splitter channel ahead of the anoxic zone at a flow rate up to 4 times the incoming wastewater flowrate. These RAS pumps are also used to drain the membrane tanks in preparation for recovery cleans. The key characteristics of the process equipment used as part of the membrane filtration stage are provided within the Tables below.

Table 4.1.29: Membrane Tanks / Train Characteristics Parameter

Value

Number of Trains

Six

Construction / Configuration

Concrete / Butterfly

Tank Width

2.45 m

Tank Length

12.70 m

Tank Depth

3.97 m

Water Depth

2.74 m

Table 4.1.30: Permeate / Backpulse Pump Characteristics Parameter Type

Value Positive Displacement (Rotary Lobe)

Number of Pumps Peak Design Flow per Pump

Six (One per Train) 8,813 m3/d (102 L/sec)

Discharge Pressure at Peak Design Flow

14.4 m

Electrical

50 HP / 575 V / 3 PH

Table 4.1.31: Membrane Air Blower Characteristics Parameter Type Number of Blowers Peak Design Airflow per Blower Discharge Pressure at Peak Design Airflow Electrical

Value Positive Displacement Seven (6 duty, 1 Standby) 2,379 Nm3/hr 4.2 m 60 HP / 575 V / 3 PH

Table 4.1.32: RAS Pump Characteristics Parameter Type Number of Pumps Peak Design Flow per Pump Discharge Pressure at Peak Design Flow Electrical

Value Horizontal End Suction Centrifugal Six (One per Train) 28,137 m3/d (326 L/sec) 12.0 m 100 HP / 575 V / 3 PH

Membrane Cleaning

Table 4.1.35: Citric Acid Storage and Dosing

To control organic and inorganic fouling, the membranes are continuously air scoured and frequently cleaned with Sodium Hypochlorite and Citric Acid. The system is designed for two types of cleans. The maintenance cleans are scheduled on a weekly basis and are fully automated. The recovery cleans are conducted typically twice a year and are also automated. The recovery cleans however need to be initiated by the Operators via the HMI. The chemicals are added to the water supplied by the permeate/ backpulse pumps via two chemical storage and dosing system. The chemicals of both cleans are neutralized by the mixed liquor within the membrane trains, hence no extra neutralization chemicals are required. The configuration of the cleaning cycles are provided within the table below. Table 4.1.33: Membrane Cleaning Frequencies Chemical Sodium Hypochlorite Solution (12.5% w/w, SG: 1.196)

Maintenance clean

Recovery clean

Frequency

2 per week

2 per year

Chemical Dose

200 mg/L

1,000 mg/L

Frequency

1 per week

2 per year

2,000 mg/L

Citric Acid Solution (50.0% w/w, SG: 1.24)

The key characteristics of the process equipment used for chemical storage and dosing are provided within the tables below. Table 4.1.34: Sodium Hypochlorite Storage and Dosing Parameter Number of Storage Tanks Storage Tank Capacity Dosing Pump Type Number of Dosing Pumps Dosing Pump Capacity

Value One 4.7 m3 per tank Air Operated Dual Diaphragm Two (Duty / Standby) 300 to 2,000 L/hr

Parameter

Value

Number of Storage Tanks Storage Tank Capacity Dosing Pump Type Number of Dosing Pumps Dosing Pump Capacity

One 3.7 m3 per tank Air Operated Dual Diaphragm Two (Duty / Standby) 590 to 770 L/hr

EFFLUENT PUMP STATION / FORCEMAIN The permeate from the membrane filtration stage is placed within a below ground tank / pump station. This effluent pump station fulfills the following roles: • Storage of permeate which is used by the membranes for backpulsing and chemical cleaning; • Source of plant service water, which is used by process equipment and as washdown water; and • Flow equalization / control buffer for the transfer of water to the discharge location. The flow of permeate into the effluent pump station is dependent upon the level of mixed liquor within the bioreactors, which in turn is dependent upon the flowrate on incoming wastewater from the flow equalization pumps.

Effluent Pump Station The effluent pump station is comprised of the following main components: • A below ground concrete storage tank; • A series of large vertical turbine pumps which move water to the discharge location; and • A series of smaller turbine pumps which will provide plant service water. Final effluent is discharged to the North Saskatchewan River, approximately 30 km away from the New Mechanical WWTF. The existing forcemain will transport the effluent to the North Saskatchewan River when the new facility starts-up. As explained in previous sections, the carrying capacity of the forcemain is unable to meet the maximum hydraulic capacity of the new process and has been estimated to be

between 25,920 to 34,189 m3/day. As such the effluent pump station has been developed on the basis that flowrates up to 34,189 m3/day will be discharged to the North Saskatchewan River through the forcemain. The portion of the flows above 34,189 m3/d will be discharged to an alternate location. The pumping capacity to the North Saskatchewan will be based upon the hydraulic capacity of the secondary treatment stage and the estimated total dynamic head of the forcemain at a flowrate of 34,189 m3/d. In the future the effluent pumps and a new forcemain will convey the effluent to the alternate discharge location. The key characteristics of the effluent pump station are provided within the tables below. Table 4.1.36: Effluent / Backpulse Tank Characteristics Parameter

Value

Number of Compartments

One

Effective Volume

490 m3

Tank Width

Tank Length

20 m

Tank Depth

4.0 m

Normal Liquid Depth

1.5 m

Maximum Liquid Depth

3.5 m

Stored Volume

210 m3

Working Volume

280 m3

Table 4.1.37: Effluent Pump Characteristics Parameter Number of Pumps Type / Control Total Design Flow Flowrate per Pump Total Dynamical Head Electrical

Value Three (2 duty, 1 standby) Vertical Turbine / Variable Speed 42,200 m3/day (488 L/sec) 244 L/sec 52 m 250 HP / 575 V / 3 PH

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Table 4.1.38: Plant Service Water Pump Characteristics Parameter Number of Pumps Type / Control

Value Three (2 duty, 1 standby) Vertical Turbine / Variable Speed

Total Design Flow

26 L/sec

Flowrate per Pump

13 L/sec

Total Dynamical Head Electrical

50 m 15 HP / 575 V / 3 PH

ULTRAVIOLET DISINFECTION The Permit to Operate issued by the Saskatchewan Water Security Agency (SWSA) states that the treated effluent to be produced by the New Mechanical WWTF is required to achieve the following disinfection limits for coliforms: • Escherichia Coli Bacteria of 200 organisms per 100 mL (Maximum Monthly Geometric Mean Density); and • Escherichia Coli Bacteria of 1000 CFU per 100 mL (Maximum Density). Escherichia Coli Bacteria is a type of Fecal Coliform bacteria.

Effluent Forcemain The effluent forcemain is currently installed from the existing effluent pump station on the north side of Cell 3 to the North Saskatchewan River. Approximately 30 km in length, the forcemain was constructed in 1981. The majority of the forcemain is manufactured from Polyethylene (PE), with the final drop into the river valley constructed from Steel. The profile of the forcemain rises / falls following the ground elevation along its length and consists of multiple sections, with each Polyethylene section having its own pipe schedule (thickness) to match the pressures anticipated within this specific portion. Along the length of the forcemain exist fourteen air/vacuum release chambers which facilitate operation of the forcemain as a gravity transmission main under certain conditions. Each chamber contains two isolation valves and two air/vacuum release valves. The chambers are inspected every spring and issues are addressed when identified. Discussions with suppliers have indicated that the locations of the chambers are appropriate; however, the issues being noted by the operations team are consistent with those expected from cold weather damage. It is noted that the chambers are not adequately insulated. As part of the New Mechanical WWTF project, the following scope of work will be completed at each of the fourteen air/vacuum release valve chambers, which will require shutdown and depressurization of the forcemain. • Isolation valves will be replaced; • Air/vacuum valves will be resized and replaced; and • The chambers will be internally insulated with a spray foam.

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Studies within North America have demonstrated that plants utilizing membrane systems (ultrafiltration and microfiltration) for treatment of wastewater are able to achieve significant removal of pathogens (USEPA 815-C-01-001, 2001). These studies depicted that membrane systems (ultrafiltration and microfiltration) were able to achieve the following log removals in wastewater effluent. • A log removal of greater than 1.3 in fecal coliform, • A log removal of greater than 2 in total coliforms • A log removal of greater than 4.9 in Giardia, • A log removal of greater than 4.8 in Cryptosporidium • A log removal of greater than 0.3 in viruses Experience has shown that wastewater treatment facilities in the USA and Canada (Hutchinson WWTF (MN), Southwest WRF (NV), City of Bracebridge (ON) to name a few) had installed UV reactors downstream of membrane filtration stage for disinfection when they were first constructed. Shortly after the facilities went online, it was determined that the process was able to achieve the required disinfection limits through the application of membrane filtration only, (i.e. with no UV disinfection stage). Authorities having Jurisdiction (AHJ) in these areas have permitted these facilities to bypass the UV system and use the membranes to meet the disinfection limits outlined in their permits. More recently, City of Brandon (MB) and Town of Nanton (AB) have proceeded with construction without the installation a disinfection stage downstream of membrane filtration. On the basis of this information and experience within the USA, no separate disinfection system has been included within the design of the New Mechanical WWTF. Recognizing that this may be an unusual approach for Saskatchewan, the design will include connections and

electrical allowances for the addition of a closed reactor/pressurized UV disinfection stage, should the experiences noted above not be achieved. Installed on the effluent forcemain downstream of the effluent pumps, a separate building would house the UV equipment and control system that would be constructed if required as an extension of the existing process building. A pressurized/ in-pipe type reactor was selected due to its advantage of a more compact installation, easier integration and lower overall costs when compared with an in-channel system. The sizing of UV disinfection is dependent of a variety of factors such as flow, method of discharge i.e. pressurized or gravity, UV transmissivity (UVT), TSS concentration, iron and manganese levels, concentration of microorganisms and particulate sizes. Using data provided by SUEZ on the expected permeate quality, sizing of the UV reactors was completed and is summarized in the table below. Table 4.1.39: UV Disinfection Characteristics Parameter UV Reactor Type Lamps Design Peak Flow Number of Reactors Reactor Flow Capacity Wavelength (nm) UV Dose

Value Closed Vessel Low Pressure, High Intensity 42,200 m3/day Four (3 Duty, 1 Standby) 14,067 m3/day per reactor 254 30 mJ/cm2

Minimum UV Transmittance

75 %

Maximum TSS concentration

2 mg/L

SLUDGE MANAGEMENT Two sources of sludge will be generated by the wastewater treatment process at the New Mechanical WWTF: • Primary Sludge from the primary clarifiers; and • Waste Activated Sludge (WAS) or secondary sludge, from the bioreactors.

Primary Sludge Primary sludge (2.8 to 4% solids concentration) that is drawn from the primary clarifiers will be passed through grinders to macerate grit and other items present (sludge, rags etc.) to create a slurry-type consistency

which will assist with pumping. Once macerated, the primary sludge slurry will be pumped to a Y-splitter to combine with WAS before being discharged to the sludge management lagoon (Cell 1).

Waste Activated Sludge WAS (0.5 to 1% solids concentration) will be wasted from each aerobic tank through actuated sluice gates. Provision to divert WAS to the head of the primary clarifier and/or the sludge Y-splitter will be provided within the new facility. Due to the contents and dilute nature of WAS, maceration is not required and a pair of WAS pumps will be provided to pump the WAS to either or both locations.

Sludge Management Lagoon To maximize the re-use of the City’s existing infrastructure, Lagoon Cell 1 now referred to as the sludge management lagoon, will be utilized to manage the sludge generated from the new facility. From the Y-splitter, the combined primary and secondary sludge will be directed to the sludge management lagoon through a single buried sludge header. Arising from the single sludge header will be thirteen submerged laterals which will be used to feed/deposit the combined sludge into the sludge management lagoon. The multi-feed system will mitigate sludge mounding within the lagoon that could potentially arise from using a single point feed system. The laterals will penetrate the side of the lagoon and will enter beneath the aeration header which will be shortened. The laterals will be suspended approximately 2 metres above the bottom of the lagoon to ensure that the lighter WAS portion of the sludge sinks to the bottom of the lagoon easily, as well as to protect the laterals from freezing. To maximize the distribution of sludge within the lagoon, it is envisioned that only a few of the laterals will be utilized at a time. A gate valve with a rising stem will be provided on each lateral to close and disconnect each lateral as required. A facultative water cap will be provided to maintain a dissolved oxygen (DO) content of 0.5 mg/L in the upper half of the sludge management lagoon. The purpose of this cap is to: • manage odours generated from sludge treatment especially during spring and fall turn over seasons; • control algae growth on the surface of the lagoon; and • control scum formation on the surface of the lagoon.

The facultative cap will be achieved by re-using the existing diffusers, aeration header/lateral system and blowers. The diffusers were installed in 2018 and aeration blowers were installed in 2010. The aeration laterals within the lagoon will need to be adjusted / raised such that diffusers are located 1 metre below the aeration laterals. As the lagoon accumulates sludge, the aeration laterals will move up to maintain a 1 metre facultative cap above the sludge layer at all times. The supernatant collected within the sludge management lagoon will be pumped back to the Primary Clarifier in batches at the Operator’s discretion, using the portable wet weather pumps. A 200mm suction line will be installed into Cell 1 to facilitate the return. Based upon preliminary calculations, it is estimated that the sludge management lagoon has sufficient capacity to hold and provide treatment of the sludge generated from the facility for 14 years. The key characteristics of the sludge lagoon are provided within the table below. Table 4.1.40: Sludge Management Lagoon Design Parameter

Value

Total Depth

6.65 m

High Water Level

5.5 m

Freeboard

1.15 m

Sludge Injection Depth

2.0 m

Depth of Facultative Cap

1.0 m

Volume of Lagoon (at 6.65 m depth)

190,000 m3

Volume of Lagoon (at 5.5 m depth)

147,494 m3

Volume of Lagoon Available for Sludge Accumulation with 1 m water cap and HWL

114,018 m3

Input from other communities In order to validate the approach to be undertaken for sludge management in the new facility, the project team reached out to the two communities listed below, that utilize lagoons in a similar manner to manage their sludge: • City of Brandon, Manitoba • City of Bracebridge, Ontario The purpose of these conversations was to understand their experiences and the lessons learned by these communities from a performance, regulatory and operation & maintenance perspective. A summary of

the Project Team’s conversations with each of the aforementioned communities is provided below. City of Brandon, Manitoba • City of Brandon utilizes three lagoons to manage the WAS generated from their MBR process. No primary sludge is produced within this facility. • The lagoons are between 2.1 to 2.4 m deep. • These lagoons are operated as anaerobic lagoons with no mechanical aerobic/facultative cap maintained near the surface. • Only one lagoon is utilized per year and at a time. Once one lagoon is filled up, the sludge is allowed to sit and stabilize prior to desludging and land application through subsurface injection by a third party contractor. • Sludge is only stored within the lagoon for a year prior to desludging and land application. • Each lagoon has only one inlet to bring the sludge in. No sludge mounding issues have been encountered by the operators. • Odours are encountered during spring (for approximately 2 weeks) and when the lagoons are desludged. There are residential acreages located around the lagoons. No odour complaints have been received by the residents living around the lagoons and the operators do not see the odours as an issue. • All three lagoons have clay liners. To protect the liner, the lagoons are never left empty. Instead the lagoon that is not inuse or undergoing treatment is filled with permeate/effluent to protect the liner from summer and winter temperatures. • The operators have not had many issues with scum developing on the surface of the lagoons. The natural action of the wind keeps the surface water moving. In addition, the supernatant is drawn from the top of each lagoon and returned back to the treatment process, which also promotes movement at the surface. • Approximately 4 feet of ice layer forms within the lagoons in the winter. The operators need to drill through the ice layer to collect sludge samples. • The operators have not encountered algae growth within their lagoon but have seen occasional Daphnia growth in summer/

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• •

fall. As the supernatant is drawn from the top of the lagoon, the Daphnia also gets drawn out and returned back to the process. The operators are satisfied with their sludge management strategy and did not have any lessons learned to share. The City’s 2019 Annual report for the City’s Biosolids Liquid Injection was provided upon request. The biosolids quality prior to removal from the lagoons in 2019 is provided below in relation to the applicable land application guidelines in the Province of Manitoba. This is the quality of the product after being stored within the lagoon for a period of 1 year.

Although the land application guidelines for metals and fecal coliform in Manitoba are less stringent than the land application guidelines in Saskatchewan, the average values within the table below are within the metal and fecal coliform requirements specified within the land application guidelines for Saskatchewan. It is worth pointing out that

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unlike the province of Saskatchewan, the province of Manitoba does not regulate cobalt, molybdenum and selenium. The land application guidelines in Alberta specify minimum acceptable ratios of nitrogen and phosphors to metals. Per the guidelines, either the nitrogen to metals ratio or the phosphorus to metals ratio criteria need to be met. The average values within the table above exceed the minimum phosphorus to metal ratios and therefore meet the Alberta requirements for land application. It is worth pointing out that unlike the province of Saskatchewan, the province of Alberta does not regulate arsenic, cobalt, molybdenum and selenium. In addition, the Alberta guidelines do not specify any requirements for fecal coliform.

City of Bracebridge, Ontario • City of Bracebridge utilizes one lagoon to manage the WAS generated from the MBR process. No primary sludge is generated within this facility. • Initially the management of sludge within the lagoon was seen as a short term strategy with anaerobic digestion or a resource recovery process as a long term sludge management strategy. However, the City is very pleased with the current sludge management strategy due to low maintenance and costs. They are still interested in exploring the resource recovery process in the future, but there is no driver to pursue this option at this time. • The lagoons are approximately 2 m deep. • These lagoons are operated as anaerobic lagoons with no mechanical aerobic/facultative cap maintained near the surface. A liquid cap of less than 0.3 m depth is maintained above the sludge layer to limit odours. • WAS is brought into the lagoon through a single submerged inlet that extends to the middle of the lagoon. Sludge mounding issues have been encountered by the operators due to the single inlet that caused the sludge mound to arise over the top of the liquid cap exposing the sludge to atmosphere which resulted in odours. This was experienced 8 years after they started using the lagoon for sludge management at which point a contractor was brought in to remove the top of the mound i.e. the lagoon was partially desludged and the desludged material was land applied. The lagoon has not been desludged since then. Last year, they utilized the Lagoon Crawler to mix and evenly distribute the sludge across the lagoon.

•

• •

•

Supernatant from the sludge lagoon flows by gravity to the other existing lagoon, from where it is pumped back into the treatment process at the operator’s discretion. The lagoons which hold the supernatant also hold water collected from precipitation events. Limited odours are encountered from the sludge lagoon. Odours were encountered when the sludge mound was exposed. No issues have been encountered during spring/fall turnover as lagoon is not deep enough for stratification to occur. Lagoon is also located in the direction of the prevailing wind, which helps with keeping the liquid cap oxygenated and limit odours. In the operations staff’s experience, maintaining a small layer of a liquid cap on top of the sludge significantly limits odours. There are many residential and commercial properties located around the lagoons. The facility shares a fence with a car dealership. Odour complaints were received when the sludge mound issue was encountered. Other than that, no odour complaints have been received with regards to the sludge lagoon. The lagoon is clay lined. The sludge lagoon has never been emptied since it has been in use. The operators have not had any issues with scum developing on the surface of the lagoon. The natural action of the wind keeps the surface water moving. The operators have not encountered algae growth within the sludge lagoon. Some occurrences of duckweed have been encountered with the lagoons that hold a mixture of precipitation and supernatant. Overall, the operators are satisfied with their sludge management strategy. There were two lessons learned that were shared: • Utilize multiple inlets to feed sludge rather than one to prevent sludge mounding issues • Use pump station to draw supernatant directly from the sludge lagoon to simplify process

Regulatory Literature Whist no regulatory literature is available for using lagoons in the management of primary sludge and/or WAS, regulations and guidelines for treatment of wastewater as well for interim storage of stabilized

sludge or biosolids within lagoons are available within North America. The links to some of these references are provided below: https://www.ontario.ca/document/design-guidelines-sewage-works/ sludge-storage-and-disposal

without any advanced biological treatment.

treatment is required, the sludge could be stored for longer periods (>14 years) prior to desludging.

Table 4.1.41: Sludge Analysis (2017) Maximum Available Limit MAC (mc/kg of dry weight)

Cell Sampled

By 2035, it is also expected that the City will have an alternate sludge management strategy likely in the form of a resource recovery process in place, which will produce a Class A beneficial product. In the future there is the option to convert Cell 2 to a second sludge management cell.

https://www.epa.gov/sites/production/files/2014-09/documents/ lagoon-pond-treatment-2011.pdf

Parameter

Similar design practices as indicated in the documents above have been followed for the sludge management lagoon within this project. A summary of the design principles adopted are summarized below: • The USEPA anaerobic lagoon guideline recommends a 1m water cap over the sludge layer. • The sludge management lagoon at the New Mechanical WWTF will operate with a 1 metre liquid cap over the sludge blanket. • The USEPA guide recommends the use of a facultative or aerobic layer (contains oxygen) in the top layer of an anaerobic lagoon to limit odours. • Within the sludge management lagoon at the New Mechanical WWTF, the existing diffusers will be raised to aerate the liquid cap and maintain a DO of 0.5 mg/L.

Arsenic

6.9

7.1

Cadmium

1.83

1.86

1.93

Chromium

1060

31.5

36.2

39.5

CONTROL PHILOSOPHY

Cobalt

150

4.9

5.3

6.4

Copper

760

360

357

256

Overview

Mercury

0.87

0.84

0.56

Molybdenum

8.1

9.6

Nickel

180

23.4

27.4

27.8

Lead

500

68.7

77.6

67.2

7.8

8.3

1850

934

891

490

Sludge Disposal The City’s current sludge disposal strategy, applied in 2018 and 2019, is land application in the Province of Alberta by a third-party contractor. The land application guidelines regulated by the Province of Alberta allow for the application of stabilized, unstabilized and raw sludge onto agricultural land. To ensure that the City has the option to apply unstabilized or partially stabilized sludge onto agricultural land, the end disposal route will be maintained as the current practice, i.e. land application in the Province of Alberta. It is expected that the earliest the City will need to desludge the sludge management lagoon is after 14 years of operation (i.e. 2035), at which point the stored sludge would have undergone moderate to significant treatment due to the combined action of biological digestion, sunlight and freeze/thaw cycle. To provide some perspective to the quality of biosolids expected from the lagoons, we have provided below the latest quality analysis of the biosolids conducted in 2017 completed by Lambourne Environmental. It is important to clarify that the quality summary below is for sludge that is generated and deposited within the lagoons that currently receive and treat only screened wastewater

Selenium Zinc

Table 4.1.42: Pathogen Reduction Requirements

Parameter Salmonella (mpn/g of total solids)

Maximum Available Limit MAC (mc/kg of dry weight) 3

The Lloydminster New Mechanical WWTF is comprised of the following main components: 1.

Existing Headworks

Primary Clarifier

Band Screens and Compactor

Flow Equalization

Wet Weather Management system

6. Bioreactor 7. Membrane

Cell Sampled 1 not detected

not not detected detected

The analysis summarized above demonstrated that the biosolids within Cell 1, 2 and 3 generated under the current operation of the lagoons qualified for land application per the Alberta guidelines. The biosolids quality from all cells also met the requirement for metals and salmonella specified by the Saskatchewan Guidelines for land application. The biosolids within Cell 1 did not meet the fecal coliform requirement specified by the Saskatchewan guidelines. With the incorporation of a primary clarifier and membrane bioreactors as treatment of the liquid/main-stream, low volumes of partially treated sludge will be entering the sludge management lagoon rather than large volumes of raw screened wastewater as seen with the current configuration. As such it is anticipated that the biosolids from the New Mechanical WWTF will contain a lower pathogen content. If additional

Effluent Pump Station

Plant Service Water

10.

Sludge Management

Controls and monitoring for all equipment shall be accessible via the Plant Control System (PCS). All equipment data shall be communicated to the PCS which will include the status of equipment, motorized valves/ gates, their position, equipment operating hours, chemical storage volumes, alarm conditions and other operating data. Features will be provided to allow unattended operations and unattended start-up following plant shutdown or equipment failure. Equipment, pumps, blowers and membrane trains shall be rotated to maintain equal operating hours. The opening and closing of motorized gates and telescopic valves shall be achieved locally at the actuator and remotely via the PCS. If either duty or assist equipment is removed from service due to equipment fault or any other condition, the removed equipment will be automatically replaced with the standby item and an alarm issued.

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The following generic statements will be applied to the control system: • Automatic is defined as equipment is available and controlled by the PCS or similar device, based on process conditions and operator set points. All interlocks are engaged. Feedback controls are used to control variability from desired set-points. • Manual is defined as equipment is controlled by the Operator through SCADA. The plant control system or local PLC safety interlocks are still engaged. • Hand is defined as equipment is controlled by hand-switches, located near the equipment or at the MCC. The safety and process interlocks are not engaged. This mode is reserved for equipment trouble-shooting, start-up or testing. • All rotating equipment will be provided with E-stops adjacent to each item, for the safety of all operations and maintenance staff • All process equipment will provide the condition of their status to the PCS • All actuated isolation valves and penstocks will provide confirmation of achieving open/closed positions to the PCS • All modulating actuated valves and penstocks will provide position indication back to the PCS • Hours run time for equipment will be recorded within the PCS and displayed within the SCADA. The hours run for each item will be resettable, such that they can be used to allow the scheduling of equipment maintenance.

Existing Headworks The New Mechanical WWTF will utilize the existing headworks. The existing WWTP headworks contains isolation gates and coarse screens, with a third channel available for bypass purposes during high flow wet weather conditions. The existing headworks includes a Parshall flume downstream of the screens and bypass channel for measuring the influent flowrate.

All existing WWTP equipment information will be communicated to the PCS, where the Operators shall have the ability to monitor and control all the existing equipment. Under average day and some wet weather conditions, the incoming wastewater will pass through one screen. The level of wastewater upstream of the duty screen will be monitored, such that when it rises to a preset level, the PCS will automatically open the inlet gate to the second screen thus allowing the elevated flowrate to be fully screened. The grinders and compactors associated with each screen will be similarly connected to the PCS such that their status can be monitored. The upstream rock trap shall have no connection to the PCS and will need to be checked/observed on a regular basis such that it can be emptied when full.

Primary Clarifier From the headworks the wastewater will enter a new flow diversion structure, using the newly installed sluice gates the flow can be diverted to either the primary clarifier or the wet weather cells. Under normal operations, all of the wastewater flow will be diverted to the primary clarifier. Configured as two primary clarifiers working in parallel, the wastewater initially enters an inlet channel where it is mixed with any flows returning from the wet weather cells or the scum tank. Operated as large tanks where the velocity of the wastewater is slowed down allowing the constituents to separate from the main wastewater flow, there is very little process monitoring required. The basic principle of operation is that the heavier solids (sludge and grit) settle to the bottom of the clarifier, while the lighter, floatable solids rise to the surface, allowing the water to flow through and onto the next process stage via overflow troughs at the opposite end of the clarifier. The settled sludge is drawn to the inlet end of the clarifier by a series of scrapers and cross collectors, which are motor driven using variable speed drives. The sludge is removed by positive displacement pumps, which are operated on a timer/delay sequence, based upon the observations made by the Operators. The light floatables that rise to the surface are pushed towards a series of scum collection troughs by the same scrapers returning to the far end of the clarifier after moving sludge to the inlet end of the clarifier. A buried scum tank receives surface scum and oils from the automated tipping trough within the primary clarifier. The tipping trough can either

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be operated in hand or automatically using a time/delay sequence. The scum tank will allow the scum to be concentrated and clear water to be returned to the inlet of the primary clarifier using submersible pumps within the scum tank itself. The concentrated sludge, fats, oil and grease will be removed via Vac-truck for disposal, based upon observations made by the Operators. With regards to the primary clarifier, the PCS will operate the rotating equipment in accordance within the pre-set values and times. The PCS will also monitor and report the status of the equipment, and generate alarms for equipment that fails to operate.

Fine Screens and Compactor The clarified wastewater flow from the individual primary clarifiers, are combined and directed to the band screens for further treatment. Installed within the equalization tank, each of the screens is installed with 2 mm punched openings to remove material, which may damage the membrane fibres. Each screen is provided with a screening washing system, compactor and control panel. Using level instrumentation installed upstream and downstream of the screens, the vendor control panel manages cleaning and operation of both the screen and compactor. The vendor control panel only needs to be connected to the PCS of communication of permissive signals, status and alarm conditions. Screenings from each compactor will be discharged into bins where they will be moved by the Operators for disposal at the City landfill. The water from the compactor must be returned upstream of the screen. Each screen is provided with two manual isolation gates for operational maintenance purposes. As both screens are rated for the hydraulic design capacity of the secondary treatment stage, only one screen will operate under normal conditions on the basis that the band screens are rotated on a weekly/monthly schedule.

Equalization Tanks and Pumps The wastewater from the band screens is discharged into the flow equalization tank, which is split into two compartments. The two compartments will be separated by a concrete wall with a sluice gate which under normal conditions will be open such that the wastewater flows allow for equalization between the two compartments. When necessary it will be possible to close the gate to separate and drain the compartments such that inspections can be completed.

Continuous monitoring of wastewater levels within the flow equalization tank, is a key part of the operation of the submersible flow equalization pumps, as the station works on the basis of “what comes in / goes out” to a maximum upset flow limit. The VFD which operates the flow equalization pumps will be influenced by the wastewater levels within the aerobic zone of the bioreactors, which ensure that the bioreactors do not overfill. The flow equalization pumps are sized to meet the maximum hydraulic capacity of the membranes flow (42,200 m3/d) plus 30% such that equalization volume in the bioreactors can be utilized.

Bioreactors

In the event of a high flow situation, the flow equalization pumps will not be able to keep up and the wastewater level will rise. This will cause an increase in the wastewater level through the band screens and back into the primary clarifier effluent outlet channel. Within this channel an overflow pipe will be installed which will divert all excess wastewater flow to the wet weather management cells.

The addition of Aluminum Sulphate to incoming wastewater will be proportional to the incoming flow and controlled by the PCS. Sodium Hydroxide will be added to wastewater when required to maintain the correct pH based upon the pH instrument installed within the bioreactors.

Wet Weather Management Cell 2 and 3 As part of normal operations, excessive wastewater flows will be diverted from the outlet channel of the primary clarifiers to the Wet Weather Management (WWM) system, i.e. Cell 2 of the current lagoon system. This diversion will occur based upon the hydraulics of the plant, with no input from the PCS. Through the manual operation of the sluice gates installed within the flow diversion structure downstream of the headworks, the operators may divert screened wastewater to the WWM. This should only occur during an extreme rainfall event, where the wastewater has been diluted within the collection system. The diverted wastewater will collect and fill in Cell 2, before overflowing and filling Cell 3. Again, this will occur based upon the hydraulics of the system and with no input from the PCS. Apart from the level instrument installed within the primary clarifier outlet channel, the management of the wet weather system will rely upon the observations of the Operators. The return of the wet weather volume to the inlet of the primary clarifier will be completed using portable diesel pumps, which will be connected to permanently installed pipework when required. The number of pumps required, and the flowrate of the water can be manually adjusted by the Operator at the pump.

The New Mechanical WWTP is provided with three bioreactors, each containing an anoxic zone and an aerobic zone. Wastewater from the flow equalization pump station will enter a splitter channel where it will mix with the Return Activated Sludge, Aluminum Sulphate and if required Sodium Hydroxide. The purpose of the splitter box is to distribute this mixed liquor between the three bioreactors as evenly as possible. This will be achieved with the application of weir gates on each outlet of the splitter channel.

A submersible mixer will be installed in the anoxic zone, which will run at a constant speed and be monitored by the PCS. The mixer will run continuously to ensure the suspension of the mixed liquor within the anoxic zone. The mixer will have the ability to be adjusted to any vertical elevation on the sliding rails to allow optimization of the mixing operation. The wastewater from the anoxic zone will overflow a full-length weir into the downstream aerobic zone where the aeration diffusers are installed. The objective of the aeration system is to keep the concentration of mixed liquor uniform and suspended within the aerobic zone, and to ensure a pre-set dissolved oxygen concentration is maintained. Dissolved oxygen instruments will be installed within each aerobic zone which will be monitored by the PCS, which in turn will adjust the speed of the bioreactor blowers to maintain the pre-set dissolved oxygen concentration.

Membrane Filtration The membrane stage consists of bundles of hollow fibers suspended in concrete tanks within the mixed liquor. By using pumps to create negative pressure within the hollow fibers, effluent is drawn through the membrane fibers, leaving the solids outside. Membrane air blowers are then used to create turbulence between the fibers which dislodges accumulated solids, to allow the effluent to flow freely through the membrane and extending the period of time between chemical cleanings.

The flowrate at which effluent is drawn through the membrane system by the permeate pumps will be controlled to match the flowrate coming into the bioreactors from the flow equalization pumps. The permeate set point will be trimmed by the levels measured within the membrane tanks to ensure a timely response to flow variations. The membranes are maintained and cleaned using several techniques. The approaches are timed, automated and involve a number of subsystems including the permeate pumps, chemical storage and chemical dosing systems. The chemical cleaning steps occur with the tanks, with the membranes “Cleaned-In-Place”. The resulting chemical solution is neutralized within the mixed liquor, requiring no secondary means of disposal. On-line turbidity flow and pressure instrumentation are used to monitor the membrane and alert the Operators if preset limits are exceeded.

Return Activated Sludge (RAS) Pumps The activated sludge that is returned to the splitter channel at the front of the Bioreactors, is drawn from individual membrane trains and is discharged to a common RAS pipe, which runs alongside the bioreactors to the splitter channel. The purpose of the return of activated sludge is to prevent the loss of microorganisms and maintain an adequate biological population for treatment of the incoming wastewater. The PCS will monitor, operate and control the RAS Pumps using variable frequency drives, to recirculate the activated sludge at flowrate four to five times that of the incoming wastewater from the flow equalization pump station.

Waste Activated Sludge (WAS) Pumps At the end of each aerobic zone a WAS collection box has been included to collect mixed liquor, scum and foam. As the number of microorganisms increases within the bioreactor, part of the mixed liquor is collected, which is equivalent to the microbial growth (or yield) and diverted out of the process as Waste Activated Sludge (WAS). Once removed from the bioreactors, the sludge will be diverted to the primary clarifier for co-thickening or to the sludge management cell via the WAS Pumps. In order to achieve the desired concentration of Mixed Liquor Suspended Solids (MLSS) within the bioreactors, the Operators will need to sample and measure the MLSS concentration on a regular basis. Using the sampling results, the Operators will establish within the PCS a “wasting

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window” which defines the volume of mixed liquor to be wasted and at what times of the day this will occur. Once entered, the PCS will then automatically open and close the weir gates on the wasting collection boxes to waste the mixed liquor. When WAS is being taken from the bioreactors, the PCS will automatically start the WAS Pumps and open the appropriate valves to discharge the WAS to the desired location.

Effluent Pump Station The membrane system discharges its treated effluent (permeate) to a below grade concrete effluent/backpulse tank. As part of the main process the effluent will be pumped to North Saskatchewan River using a combination of three vertical turbine pumps, operated by VFDs. The control philosophy for the effluent pumps is to pump out what comes into the effluent / backpulse tank, while maintaining a minimum effluent volume. Portions of the stored effluent will be used within the WWTP for Plant Service Water (PSW), membrane backpulsing and membrane cleaning. The effluent level in the effluent tank will be maintained by the PCS using level transmitters and VFDs. Alarm systems shall be intergraded into the system to alert operation issues and concerns within the facility. The discharge flow is to be monitored for reporting to the local Regulator.

Plant Service Water The plant service water system is used to supply non-potable water to various process equipment, including the coarse screens, fine screens, membrane and washdown stations. The system will maintain 70 psi within a pressurized system using a series of vertical turbine pumps. Operators shall have the ability to vary the required discharge pressure from the vendor control panel. Pump status amd discharge pressure shall be transmitted to the PCS for monitoring purposes.

Sludge Management Sludge from the primary clarifiers and the bioreactors (WAS) will be pumped into a common header to convey the mixed sludge to the sludge management cell and evenly disperse it via laterals into the bottom of the cell for anaerobic treatment. The top 1 m of the cell will be aerated using fine bubble diffusers to mitigate any odours that may be generated due to algae and scum. The existing aeration system will be modified and reused, with the existing blowers providing the air required

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for operations. The existing system will be integrated in the new PCS systems with regards to all operations, monitoring, automations and alarm systems.

•

PROCESS KEY DECISIONS (ASSUMPTIONS)

•

Through the development of the process design for the validation phase of this project, a number of key decisions were made which resulted in a basis upon which the design could proceed. The basis of the design has been clearly laid out within the preceding sections; however, the key decisions which influenced the design are summarized below. • The calculated / estimated concentrations of constituents within the influent as per the design basis memorandum, will occur up to and including the Max Month Flows. Influent flows greater than the Maximum Monthly Flows are expected to occur due to rainwater infiltration and inflow, and therefore will occur at the same load as the Maximum Monthly Flow, but at a more dilute concentration. • The design basis flowrates utilize infiltration rates for future city and sewer network expansion as referenced in the AECOM sewer masterplan. • The minimum wastewater temperature within the bioreactor is 8°C, which will occur at periods up to and including the Average Daily Flow. Maximum Monthly Flows and greater will occur during warmer periods, at a minimum of 12°C. • A primary clarifier will be used to address the risk presented by oil within the influent wastewater. The primary clarifier will also provide grit removal within the new Mechanical WWTF. • The bioreactors will not need to be covered to mitigate any garbage that migrates into the facility from the adjacent land fill. • The membrane will be sized to treat a hydraulic capacity of 42,200 m3/day, with any additional wastewater diverted to a wet weather management system. • To optimize redundancy within the system, the membrane filtration stage will be configured as a six train system with positions for a total of six cassettes per train, with only five cassettes filled.

•

The permeate from the membrane filtration stage will not require further treatment to achieve the discharge effluent limits to the North Saskatchewan River, as defined within the current Permit to Operate a Sewage Works. The sludge management lagoon will yield a supernatant quality similar to that typically expected from a fermenter. The sludge within the sludge management lagoon will reduce in solids as a result of digestion and thicken to 8% solids or greater.

PROCESS KEY RISKS With the creation of a validation design, a number of risks have been identified, which can directly impact the process design and performance of the process once online. While a basis has been developed on which to complete the design and factors have been included to account for variances, these risks need to be recognized for future reference. • The actual influent flow, quality and temperature does not align with the assessment / projections developed within the design basis memorandum. • The primary clarifier is unable to remove the oil and grit from the influent water, such that it negatively impacts the performance of the secondary treatment stages. • The actual condition or hydraulic capacity of the forcemain is lower than estimated, such the capacity of the secondary treatment stages is further restricted. • The condition of the lagoons and in particular the lining to prevent leakage into ground water from the sludge management lagoon. • The Saskatchewan Water Security Agency (SWSA) changes the effluent limits significantly or adds new parameters to those currently stated within the Permit to Operate a Sewage Works. • The Saskatchewan Water Security Agency (SWSA) does not accept the project approach for biosolids management or odour control. • Due to the nature of IPD, the Saskatchewan Water Security Agency (SWSA) does not provide a Permit to Construct in early 2021.

4.2

BUILDING / ARCHITECTURAL

COMPLIANCE REQUIREMENTS The envelope, roof, and interior design of this building will be designed to meet Division B of the National Building Code of Canada (NBC) 2015, the National Fire Code of Canada (NFC), Occupational Health & Safety policies & procedures (OHS), the National Energy Code of Canada for Buildings (NECB) and flame-spread ratings tested in accordance to CAN/ULC-S102.S102.2.

DESIGN NARRATIVE

• •

•

Architectural Programming Preliminary Programing for the Administrative wing, the portions of the renovated Headworks building and the Process building are as follows and as shown in the Validation Floor plans included in the Appendices.

ADMINISTRATIVE WING •

•

Provide a new work area for a staff of up to 10 people with the ability to expand, including: • 5 private offices with a workstation and guest chairs (High STC ratings) • Administration area: photocopier, office, and facility supplies • Kitchen complete with full size fridge, dishwasher, microwave, coffee machine, drinking water & vented stove. Combined multi-purpose area for meetings, workspace, tours and breakroom • Janitorial room • Mechanical room • Secure main vestibule and lobby area Utilize this portion of the building as an interior connection for staff to move throughout the complex without exiting the building. Strong and durable materials. Materials used would have similar cleaning requirements, therefore limiting the owner’s

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•

PROCESS WING

Architectural Pre-Design Data Pre-Design information was provided by the City of Lloydminster as well as user sessions which developed a preliminary program combining owner requirements, best practice and design assumptions into a set of project Room Data Sheets which are provided in the Appendices.

need for specialized cleaners and equipment. • Easily cleaned and maintained. Durable and comfortable furniture. Bright and open space. Users indicated their work is not glamourous, so having a comfortable vs utilitarian workspace would be preferred.

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Electrical & Chemical Rooms • Strong and durable materials • Chemical and stain resistant surfaces • Concrete block walls suitable for mounting equipment • Utilitarian and basic needs only Female & Male Locker Rooms / Transition Rooms • Washrooms separate from the locker rooms • Area is for staff only • Ability to connect from the Administrative wing to the Process floor directly • Transition area where users can change and do laundry • Area is considered the clean-to-dirty and dirty-to-clean area, which is ideal to prevent process elements from entering in the Administrative wing • Air considerations to prevent odour concerns from entering admin areas Laboratory • Fume hood • Upright fridge and freezer • Dishwasher • Distilled water • Triple work sinks • Chemical resistant and durable work surfaces • Hand wash station • Emergency eye wash and shower station • Strong and durable surfaces – chemical resistance • Lockable millwork and secure storage • Full visibility to the process floor

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Workstations or office space for the Lab technicians Air considerations to prevent odour concerns from entering admin areas • High STC space Control Room • Strong and durable surfaces • Full visibility to the process floor • Direct access to the process floor • Main control station, multiple workstations, file storage, laydown space, wall space for tack and wipe boards, & large table • Air considerations to prevent odour concerns from entering admin areas • High STC space Process floor • Strong and durable surfaces • Wet rated materials and construction • Ability to spray down the partitions and floors is preferred • Hose bib and spray down equipment • Non slip construction • High visible rails, stairs & guards • Safe and secure work area

HEADWORKS BUILDING RENOVATION •

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Washroom • Strong and durable unisex private washroom for visitors and staff Server room • Secured and private • Main connection for computer systems and operations of the building and complex • Static resistance materials • Sufficient heating and cooling modifications Building Storage • Location for all the buildings operational supplies

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• • • • •

Building maintenance supplies Yard maintenance supplies Spare equipment Spare parts General storage

ESTIMATED TOTAL AREAS OF NEW/RENOVATED CONSTRUCTION • • •

Headworks Building Renovation: 110 m Administrative Wing: 366 m2 Process Wing: 1,555 m2

BUILDING CODE CLASSIFICATION: The building complex (Addition & Renovation) is to be classified under Article 3.2.2.79 (Group F, Division 2, up to 2 Storeys, Sprinklered) which has the following requirements (National Building Code 2015): • A maximum area of 4, 500 m2 is permitted for a 1 storey building. (Approximate building area 2, 031 m2) • Combustible or non-combustible construction is permitted. • Sprinklers are required throughout. • Floor assemblies must provide a fire separation with a ¾ hour fire-resistance rating or non-combustible construction. • Mezzanines and roof assemblies do not require a fire-resistance rating. • Loadbearing assemblies supporting an assembly required to have a fire-resistance rating require a ¾ hour fire-resistance rating or non-combustible construction. • Storage rooms, chemical rooms, laboratory, service rooms & janitor rooms are to be fire separated. • 1 storey above grade; 0 storeys below grade. There is access to the roof top units by stair, but this is used by service personnel only. • There may be service platforms in this building conforming to article 3.2.1.1(6) which are not considered to be a storey in building height. These service platforms may not be used for storage or any other occupancy. • The flame-spread ratings of interior wall and ceiling finishes must conform to Subsection 3.1.13 when tested in accordance with CAN/ULC-S102 or S102.2 as per Subsection 3.1.12. Typically, a flame-spread rating of 150 is permitted in a sprinklered building. 46

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•

Maximum Occupant Load: 72 people

Additional information is available in the building code report which may be provided upon request.

ARCHITECTURAL BUILDING SYSTEMS: BUILDING ENCLOSURES (PROCESS and SCREENS Building): Exterior Walls: Pre-Engineered System (RSI 5.8 / R35.5) • Exterior Metal Panels (colour and profile to be determined based on building supplier) with a split face concrete base • Pre-engineered metal structure • Interior metal liner panels (colour & profile tbd)

Roof: Pre-engineered System (RSI 5.38 / R30) • Roofing metal panels (colour and profile to be determined based on building supplier) • Sloping structure to perimeter gutter and downspouts • 250 mm gutters with 200 mm downspouts (6 m on-centre) • Snow and ice control at door locations • Metal liner panel (colour and profile to be determined based on building supplier) Note: liner panel may be installed below the girts to provide a cleaner environment and esthetic if desired.

BUILDING ENCLOSURES (ADMINISTRATION WING) Typical Exterior Wall System • 16 mm Type ‘X’ GWB (Gypsum wall board) • Vapor Barrier • 152 mm Steel Studs (400 on-centre c/w R24 Type 2: semi-rigid mineral wool batt insulation) • 16 mm Type ‘X’ GWB • Vapour permeable air barrier • 51 mm Z Girts (400 on-centre c/w R9 Type 3: rigid mineral wool cavity insulation board • Masonry veneer or metal cladding on air space

ROOF SYSTEM (Administration Wing) Typical Roof System • 2 PLY SBS System c/w R40 insulation • Structure to slope to internal drains c/w overflow scuppers at perimeter • Perimeter parapets a minimum of 1,100 mm high to provide fall protection

GENERAL INTERIOR SYSTEMS (New Construction) Interior Partitions: • Rooms: 125 Laboratory, 127 Male Locker, 128 Female Locker, 133 Electrical, 136 Chemical, 137 Control, Mechanical & Janitor areas • 200 mm concrete block (epoxy paint) to underside of roof structure. • Administration areas: • TYPICAL – 16 mm type ‘X’ GWB (both sides) on 92 mm steel studs insulated with Rockwool insulation to underside of roof structure. (Painted) • Systems wall glazed partitions in office and meeting areas to 3 m with GWB bulkheads (Insulated, painted) to u/s of roof structure • Wall Protection: Stainless steel corner guards to 1,600 mm above finished floor on all outside corners • Black out blinds at glazing • Tiled partitions in washroom, change rooms and transition areas. • Combinations of partial and full height tile. Ceilings: • Process building is a combination of: • Metal liner panels in the process area, electrical room and chemical rooms • GWB ceilings (painted) in the locker rooms, transition rooms and water closets • 2x2 acoustic ceiling tile control room and the laboratory • Administration wing, combination of: • 2x2 acoustic ceiling tile admin areas, kitchen, multipurpose, circulation, entry, lobby and offices • Exposed structure (painted) in mechanical room • Type “X” GWB (painted) ceiling in janitor area

Flooring: • Hardened, sealed, and sloped to drain concrete floors in process area, electrical, mechanical and the chemical rooms • Administration area, laboratory, and control room: • Sheet vinyl with rubber base • Anti-static • Stain / Chemical resistant • Walk off mats at interior doors to processing area as well as Administration wing exterior doors. • Washroom, changing and transition areas: • Tile flooring with sanded epoxy grout • Slip resistant Millwork: • Combination of stainless-steel counters with wood veneer, cabinetry in standard upper and lower sizing or combination of stainless steel counters with metal legs and framing. • Top mounted sinks, hands free faucets, soap, toilets, urinals, & dryers or towel machines • Chemical resistant tops where required • Furniture • Laminate desks, combination of soft and hard task and work chairs • Matching filing cabinets • Pedestal tables & group table in multipurpose room with associated hard surface chairs • Workstations – High pressure laminates with metal legs Doors: • Exterior Overhead Doors • High performance overhead door c/w thermal breaks • 4 m wide x 4 m tall x 51 mm thick • R-Value +/-17.50 • Exterior Man Doors: (Thermally broken / Insulated) • Hot dipped galvanized frames • Epoxy painted • Stainless steel hardware • Key Lock where lock function is required

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Interior Doors • Wood veneer doors with vision panel where required • Glazed systems doors in offices • Combination of passage and classroom functions.

Windows: • Aluminum frame (thermally broken) • Triple pane, low E, argon filled • Roller blinds

GENERAL INTERIOR CONSTRUCTION (Renovated) Interior Partitions: • Rooms: 113 Renovated Washroom, 105 Building Storage, 106 Server Area • 200 mm Concrete block (epoxy paint) to u/s of roof structure. • Wall Protection: Stainless steel corner guards to 1,600 mm above finished floor on all outside corners • Tiled partitions in washroom • Combinations of partial and full height tile. Ceilings: • Administration wing, combination of: • 2x2 acoustic ceiling tile in server area • Exposed structure (painted) in building storage • Type “X” GWB (painted) ceiling in renovated washroom Flooring: • Server Area: • Sheet vinyl with rubber base • Anti-static • Stain / Chemical resistant • Renovated Washroom: • Tile flooring • High slip resistant Doors: • Interior Doors • Wood veneer doors with vision panel where required • Glazed systems doors in offices • Combination of passage and classroom functions. LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

4.3

BUILDING MECHANICAL AND HVAC

COMPLIANCE REQUIREMENTS

SUSTAINABILITY

Building Mechanical’s scope of work to complete the New Mechanical WWTF will require the Design/Construction Team to comply with several codes, requirements, and guideline’s throughout. These include: • National Building Code of Canada 2015 (NBC) • National Energy Code for Buildings (2017) • Building mechanical heating, ventilation and air conditioning shall follow American Society of Heating Refrigeration and Air Conditioning Engineers (ASHRAE) standards. • ASHRAE 62.1- (latest Edition) - Ventilation for Acceptable indoor quality • ASHRAE 90.1 – (latest edition) Energy Standard for Buildings. • Domestic plumbing system will be designed using the National Plumbing Code of Canada (latest edition). • Installation and design of the natural system to the equipment will follow B149.1-15 - Natural Gas and Propane Installation Code • The new WWTP building will follow the latest National Fire Protection Association (NFPA) codes: • NFPA 10-2013 – Standard for Portable Fire Extinguishers • NFPA 13-2016 – Standard for the Installation of Sprinkler Systems

This project will be constructed using NECB 2017 for conserving energy and based on ASHRAE air quality and building energy standards. The building will be sprinklered for fire protection. Construction will use industry best practice: • Use high-efficiency motors. • Use of energy recovery ventilation for the washroom exhaust, to recapture some of the heat. • A control system to aid in operating the mechanical systems more efficiently. • Domestic plumbing fixtures are low flush and low water usage. • Supply and fresh air ductwork will be externally insulated to reduce heat loss.

There will also be several authorities having jurisdiction (AHJ) requirements and guidelines that will be followed: • Ministry of Environment requirements for air quality • Water Security Agency • City of Lloydminster building inspection branch

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DESIGN BASIS Building Mechanical’s work will be carried out in 4 different building areas, Administration, Existing Headworks, Process, and Screening. This work will not happen sequentially and will be scheduled when required to accommodate the overall construction schedule. The Mechanical scope of work will involve 4 mechanical disciplines per building: • Heating Ventilation and Air conditioning (HVAC) • Plumbing and pipe fitting • Fire protection • Controls

Administration Building

Building Mechanical will provide an air handling system complete with a natural gas fired heat exchanger, designed to heat the cold outside air in the winter. Cooling will be a direct expansion cooling coil c/w compressor. The units will be sized as per ASHRAE 62.1 and 90.1 and the equipment will be selected as per NECB 2017. The air distribution will be provided by galvanized sheet metal ducting installed to provide the designed air flow to each of the zones. Each zone will be controlled by variable air volume boxes (VAV) that will be controlled by zone thermostats. This will allow independent comfort control for each of the

zones. Primary heat for the administration building will be provided by perimeter wall fin radiation, the larger ceiling space will have bare fin radiation to ensure ceiling space does not freeze to protect the sprinkler piping, with the glycol hot water being fed from the existing boiler in the headworks building. All hot water heat piping will be insulated as per NECB 2017. Washroom exhaust will be done using an energy recover ventilator (ERV) that will be sized per ASHRAE 62.1 the outside air will be heated via a heating coil being supplied from the existing boiler. The janitorial room, staff room, and washroom in existing headworks building will be exhausted by individual exhaust fans. The laboratory fume hood will be exhausted via an exhaust fan located in the ceiling space and vented out the exterior wall. Electrical room cooling will be done via a ductless split system, with the evaporator located in the electrical room and condensing unit located on the roof. The unit will be sized based on the heat generated by the electrical equipment. Heating will be via electric force flow and a unit heater. Fresh air will be delivered via a VAV box from the main air handling unit. The domestic plumbing system will be sized based on the proposed layout and code requirements. The water meter will be in the main process building. Commercial grade plumbing fixtures and trim will be specified, water closets and urinal will be a manual flush valve. The lavatories will be countertop style with metered trim as per the National Plumbing Code. Double bowel staff room sink will be c/w dishwasher connections. Shower will be supplied with trim only, trim will be complete with thermostatic mixing valve. The lab will have an emergency eyewash/shower with thermostatic mixing valve. The fume hood will have hot & cold water connections and a natural gas connection. The lab will have a lab sink and commercial dishwasher which will require cast iron drainage. The janitorial room will include a service sink. Hot water will be provided by a natural gas fired high-efficient water heater located in the janitorial room. Domestic hot, cold and hot-water recirculation will be distributed through the administration building and to the new washrooms in the existing Headworks Building. All domestic water piping will be insulated as per NECB 2017.

The roof drainage system will be designed for a flat roof on the administration area. Roof drains will be sized per plumbing code and local rainfall design data. Rainwater leaders will discharge to grade. Natural gas will come from the relocated gas meter and run along the roof to feed the administration and membrane building heating units located on the roof, it will then drop into the janitorial room to the water heater. The administration building will be sprinklered using concealed heads in the T-bar ceiling and upright pendants in any exposed area. The system has been laid out as a light hazard system. The sprinkler tree will be in the Water Service Room at the front of building. The administration building will have one zone for sprinklers, and one for fire department connection located outside the Water Service Room. Portable fire extinguishers will be located throughout the building based on NFPA 10.

Process Building

Building Mechanical will provide a single complete make-up air system (MAU) capable of delivering air at the rate of 6 air changes per hour; per ASHRAE 62.1 and the Water Security Agency design guidelines for wastewater treatment facilities. The heat exchanger will be sized for a differential temperature (T) of 55°C, this will maintain the outside air/ ventilation to 15°C. The Process Room will be heated with explosionproof electric unit heaters suspended from the roof. The building will have four (4) wall explosion proof exhaust fans with wall hoods and motorized dampers on the intake (building side). The chemical room will be ventilated with a small gas-fired air handler unit that can deliver air at a rate of 12 air changes per hour interlocked with an exhaust fan located on the wall. The heating of the space will be by an explosion-proof electric unit heater. The domestic plumbing in the process area will include two emergency eyewash stations and showers, one located in Chemical Room, and one in the process area. The fire protection sprinkler system will consist of upright pendant heads based on ordinary hazard. The process building will be fed with one zone off the sprinkler tree located in the Water Service Area. Portable fire extinguishers will be located through the building based on NFPA 10.

Screening Building

Building Mechanical will provide a single make-up air system (MAU) capable of delivering air at the rate of 12 air changes per hour per ASHRAE 62.1, and the Water Security Agency design guidelines for wastewater treatment facilities. The heat exchanger will be sized for a differential temperature (T) of 55° C, this will maintain the outside air/ ventilation to 15°C. The building is not occupied thus no additional heat is required. The MAU will be located on a stand 3.0 meters away from the clarifiers and mounted 600mm above the tanks complete with a wall exhaust fan with wall hoods and motorized dampers interlocked to the MAU. Stainless-steel ductwork will supply air into the screening room and down into the wet well. The wet well be vented via a stainlesssteel duct from each well, complete with a gooseneck termination to the exterior. The screening room does not have any domestic sewer, water or fire protection.

Existing Headworks

The existing building only requires minor renovations. The main heating and ventilation system will remain. The new washrooms will have an exhaust fan discharged through the roof. The revised office area will have the existing duct distribution system adjusted to suit the new layout. The new washrooms will include commercial grade plumbing fixtures and trim, water closets will be manual flush valves. The lavatories will be countertop style with metered trim (public washrooms) as per National Plumbing Code. The hot and cold water will be sized and tap-off the new Administration Building. The fire protection sprinkler system will consist of upright pendant heads in exposed ceiling areas, covered recessed pendants in areas that have ceilings, based on ordinary hazard. The existing Headworks will be fed with one zone off the sprinkler tree located in the Water Service Room. Portable fire extinguishers will be located throughout the building based on NFPA 10.

Cost Summary 1.

Building mechanical cost are based on supplier quotes.

2. Systems cost are based on sub-contractor cost, sprinkler system, HVAC system, and insulation 3. Mechanical scope by the Chandos Bird Joint Venture

RISK ANALYSIS – MECHANICAL 1.

Building layout or areas change.

2. Cost of equipment goes up due to Covid-19

ASSUMPTIONS OVERVIEW – MECHANICAL 1.

Existing boiler has capacity for the small heating load of the Administration Building.

2. Building mechanical is based on present layout, and building sizes, and code analysis. 3. Refer to assumption log.

OPERATIONAL COST METHODOLOGY – MECHANICAL 1.

Changed from electric heat to gas heat to lower operational costs.

2. Equipment is designed with ease of maintenance and accessibility. 3. Heat recovery in Administration Building 4. Utilizing existing Boiler plant, in lieu of additional electric heat.

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4.4

CIVIL AND SITEWORK

COMPLIANCE REQUIREMENTS

DESIGN BASIS

The civil work required to complete the New Mechanical WWTF will need to conform to several requirements and guidelines throughout the project.

Civil will facilitate several scopes of work throughout the project. This work will not be sequential and will be scheduled when required to accommodate the overall construction schedule.

Major standards that will be followed throughout the project are: • Backfill and compaction shall conform to ASTM standards; • CSA and AWWA standards will be followed when supplying and installing Polyethylene Pressure Pipe (PE or HDPE) and Polyvinyl Chloride Piping (PVC); • Drinking water piping will conform to NSF standards; • Corrugated Steel Pipes (Culverts) will conform to CSA standards; • CSA standards will be used when prefabricating and installing precast concrete structures such as vaults and manholes; • Excavation slopes and shoring will be constructed following Saskatchewan OH&S standards; • Lighting fixtures installed in the new facility parking lot will comply with the most recent version of the National Building Code; and • Aggregates used for bedding, sub structure, backfill and roadways shall follow MDS & CCS.

The civil scope of work for the new WWTF can be broken down into the following categories: • Existing and Shallow Utilities • Deep Utilities • Excavation and Backfill • Site Drainage • Access Road and Parking Lot • Site Logistics • Bypass Plan • Groundwater Control • Existing Site Conditions and Upgrades • Overburden material removal

In addition to these standards there are several Authorities Having Jurisdiction that will require compliance such as: • Clearance and installation requirements by different Utilities; • Ministry of Environment requirements for sludge disposal; • Hauling must comply with local authorities including requirements for permits and road bans; and • Local noise bylaws must be adhered to.

Existing and Shallow Utilities

Several existing utilities have been located on the project site and will have to be either relocated or protected during construction. Existing utilities on the site which are operated by organizations outside of the City of Lloydminster include the following: • Power line • Natural gas line • Communications Line Existing utilities that need to remain in service and be protected in place are: • Sanitary inlet piping • Interconnecting sanitary piping • Blower aeration piping • Sanitary effluent forcemain • Communication lines In addition to these utilities, an effluent water supply line from the effluent pump station to the existing headworks building will be decommissioned once a new potable water line has been installed and commissioned from the water treatment plant.

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

The existing power supply is a transformer on the west side of the existing access road. This feed will need to be relocated to allow for construction. It is proposed that power supply be run just south of Cell 1 to the north side of the new electrical room. The existing natural gas supply enters the site from the south and runs along the east side of the headworks building and enters the building from the north side. The proposed new alignment will tie into the gas line just south of the new administration building. If it is determined that the old gas supply is no longer needed, this line will be cut and capped in place when it is decommissioned. The existing communication line currently feeds not only the existing headworks building, but also the existing effluent pump station and several locations further north of the project site. A new communication line will need to be installed before the existing one is terminated. The proposed new communication line will run north along the west site boundary and will tie into the existing communication line west of existing lagoon cell #1. Once the new WWTF is constructed the existing communication line will be brought into the administration building from the south side. A plan view of the proposed shallow utility alignments can be found in the Overall Site Plan in the Appendices.

Deep Utilities

A number of deep underground pipes will be required on the site to accommodate the treatment process, the following pipes (including material and length) will be installed during the project. A plan view of the proposed deep utility alignments can be found in the Overall Site Plan in the Appendices. Pipe Name

Material

Facility Inlet

PVC

1,500

Primary Sludge Transmission

HDPE

250

360

Primary Sludge Laterals

HDPE

100

650

Wet Weather Overflow Wet Weather Return Bioreactor Inlet Effluent Forcemain

Diameter (mm) Length (m)

PVC

1,200

HDPE

450

391

PVC

600

HDPE

600

960

WAS Piping to Cell#1

HDPE

200

RAS Piping

PVC

1,000

Sanitary Sewer Piping

PVC

600

B.P. Overflow to EQ channel

PVC

650

Membrane Overflow

PVC

1,200

Note: All HDPE piping is proposed as directionally drilled.

In addition to the treatment process underground piping, potable water will also be required for the administration building. The Water Treatment Plant is located west along 67th street and is the nearest location that potable water can be provided from. The proposed watermain will be approximately 2.4 km in length and 300mm in diameter to facilitate future expansion to the east of the project site. The proposed installation method is directionally drilled HDPE piping. A plan view of the proposed watermain alignment can be found in the Water Main Plan drawing in the Appendices. As this work is not on the WWTF site it is not funded through this project. A new septage receiving station will be constructed to allow local businesses to empty sanitary waste trucks at the site. A new concrete vault will be installed with a liftable grate that trucks can drive over to dispose of sanitary waste. This will then flow into a perched manhole and will empty into the existing concrete sanitary main entering the facility. The station will have a turnaround gravel access road to eliminate any need to backup when disposing.

Excavation and Backfill

Two deep excavations will be required for underground structures during the project: for the primary clarifier structure and for the bioreactor. These excavations are far enough from one another that they can be completed independently. The bioreactor is not located near any existing structures or lagoons and therefore the footprint of the excavation is not a concern. This excavation is assumed to be open cut at a 1.5:1 slope with two meters at the bottom of the excavation for working room, which gives a total excavation volume of 10,300 cubic meters and a backfill volume of 3,850 cubic meters.

The primary clarifier structure is located adjacent to the south side of lagoon Cell 1 and there is a concern that there could be high groundwater seepage into the excavation from the lagoon. Due to these concerns the excavation will be cut with a 1:1 slope with one meter of working room giving an excavation volume of 7,600 cubic meters and a backfill volume of 3,600 cubic meters. Other minor excavations will be required to allow for the installation of shallow foundations around the membrane and admin areas. It is assumed that the material on site is not contaminated and suitable for backfill and that any material requiring export can be given to local industry (or disposed of at the landfill) and will not require additional funds to dispose of. Import of fill material is also not included in the validation costs as native material will be reused.

f. Landscaping Landscaping for the project will be minimal as the site is considered a public utility lot and does not interface with the public. The site will have topsoil and hydroseed spread across all disturbed areas as well as the minimum number of trees and shrubs required from the City’s development office.

Site Logistics Plan

Proper site management along with maintenance and scheduling will be critical to creating a successful project. There will many deliveries and high traffic volumes so it is important to have proper procedures and plans in place to manage this.

The existing site drainage generally flows to the north east. The overall drainage plan of the new WWTF will follow this same approach and will utilize overland flow to achieve this.

The initial site logistics plan details where the following items will be located on the site to maximize efficiency and site safety. • Site trailers • Site parking and security check in location • Storage containers for tools, equipment and material • Excavation stockpile • Laydown areas • Location for temporary cranes • Vehicle and equipment travel areas

The stockpile of unused excavated material will be located on the south side of the new WWTF site and will have a projected height of 10.5 meters, diameter of 62 meters and maximum volume of 18,000 cubic meters assuming a 3:1 slope.

Site Drainage

Access Road and Parking Lot

The existing site access road and parking lot substructure is comprised of a shallow gravel structure. The proposed road and parking lot structure will be gravel. The makeup of the road structure is as follows: • 150 mm of compacted native subgrade • 300 mm of class 40 subgrade aggregate • 150 mm of 25 mm class 25 surface aggregate The parking lot will be lit according to the National Building Code standards as well as the City’s MDS and will have reinforced concrete sidewalks in the travelled areas of the building perimeter. A total area of 5,400 square meters of gravel expected to be placed.

Groundwater Control

The geotechnical report previously completed by Solid Earth Geotechnical has identified that the groundwater table is at a high enough elevation to affect the deep excavations. During construction, the groundwater will need to be controlled by sloping the base of the excavations to one corner and utilizing a sump and pump system to dispel ground or rainwater to the existing storm drainage system. Once the excavation is complete, all efforts should be made to place a concrete mud slab over the excavation base as quickly as possible to reduce the impact of groundwater on the structure construction. Once the structure is backfilled, a high groundwater table will result in elevated hydrostatic pressures on the structure. One way to mitigate this pressure is to backfill granular material against the foundation and install a gravity weeping tile system with a pump located in a manhole.

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Existing Site Conditions and Upgrades

As part of the construction of the New Mechanical WWTF, some of the existing wastewater treatment infrastructure will be repurposed to become part of the new facility. This includes the existing lagoon cells located to the north of the new facility, which will be used for sludge and wet weather storage. To accommodate this, the existing infrastructure will need to be inspected once drained down to determine if any repairs are required, these costs are not included in the Base Target Cost. This will include any areas on the lagoon banks with excessive erosion or clay liner deterioration as well as closing off some of the existing interconnecting piping to allow wet weather overflow to reach Cell 3. A review of the inlet manholes on the south side of the site was conducted and it was found that these structures are in good condition. Based on this observation, it was assumed that the interconnecting piping between these manholes is also in suitable condition.

Overburden Material Removal

Throughout the service life of the existing WWTF the City has conducted desludging of the lagoon cells. Sludge from previous desludging was stockpiled in the south west and south east corners of the site. This south west stockpile of sludge will need to be removed from the site prior to construction of the new facility. Through sample testing and communication with both the Saskatchewan Water Security Agency (SWSA) and the Saskatchewan Ministry of Environment it has been determined that the sludge can be disposed of within a landfill. Therefore, the most economical solution to remove the sludge is to excavate, truck and dispose of the sludge within the Cityâ&#x20AC;&#x2122;s landfill site located immediately west of the project site.

Cost Summary

The expected cost to complete the civil and utilities scope of work for this project is estimated at $6,540,576.00.

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RISK ANALYSIS - CIVIL

ASSUMPTIONS OVERVIEW - CIVIL

As with any capital improvement project there is significant risks that must be identified, monitored and mitigated to the best of the IPD Teamâ&#x20AC;&#x2122;s abilities. Throughout validation significant effort has been made to eliminate or reduce risks, and this effort will continue through the rest of the project, to keep the overall cost down and provide a better product for the City upon completion. Some risks related to the civil scope of work that could potentially have a large impact on the project are listed below. For a full summary of the project risks, please refer to the Project Contingency spreadsheet in the Appendices.

In completing a limited design during the validation stage of this project several assumptions had to be made to establish a basis of design which were used when completing the expected cost for the project. Some major assumptions used by the Civil PIT are listed below.

a. High groundwater conditions which could possibly cause issues when excavating for deep foundations; b. Excavating near the existing lagoon cell; c. Reusing the existing lagoon cells as the berms are nearly 40 years old and have never been rehabilitated; d. The condition of 67 street as the primary access to site. Several large vehicles will need to travel this road; e. Possible hydrocarbon contamination in soils excavated for the WWTF; and f.

Impacts of COVID-19 and what this could do to the project in terms of a supply chain and available labour.

a. Assume that deep excavations can be cut at a 1.5:1 slope as per the geotechnical report; b. Assume that native material is suitable for backfill; c. Assume that the native material is suitable for directional drilling; d. Assume the 1:100 year flood elevation of the site is 616.3m based on the SamEng report; e. Assume that the overburden sludge located on the site can be exported to the landfill or an equal distance; and f.

Assume that additional clay material can be hauled to the landfill or stored on site.

4.5

SUB-STRUCTURE

COMPLIANCE REQUIREMENTS

DESIGN NARRATIVE

For all new structures, the 2015 National Building Code of Canada (NBC) will be used for the basis of design and to meet the Building Permit requirements. All structural members and systems will be designed to resist the loads and load combinations due to building self-weight, use, occupancy and environmental conditions as required by the code. For the purpose of calculating structural loads, the building will be designed with â&#x20AC;&#x153;Post-Disasterâ&#x20AC;? importance factors which increases the environmental loads in order to produce a resilient structure.

Existing Headworks Building The existing headworks building consists of two structures; the original 1981 building and the 2012 addition. As-built drawings were provided by the City of Lloydminster for information. A summary of the existing structural systems are as follows:

1981 Building Overview and Design Codes The original structure appears to be designed to the 1980 National Building Code of Canada and contained the blower room, original intake grit chamber along with staff, mechanical and ancillary areas. Original design loads, other than for roof joists, are not provided on the drawings. Foundations and Floor Systems The foundation consists of drilled, cast-in-place concrete belled piles. Bells are formed at approximately 5.5 - 9.0m below the main floor slab and sizes range from 1.2m - 1.83m in diameter. The piles support concrete grade beams and the original inlet channels. The main floor is a 200mm, conventionally reinforced structural slab. While the slab appears to be structural, it is cast directly on the subgrade with no void form or space. Superstructure The building superstructure consists of a structural steel system with concrete masonry infill shear walls. Steel HSS columns support a steel roof including wide flange girders, open-web steel joists (OWSJs) and 38mm metal roof deck. Concrete masonry unit (CMU) wall construction (190mm) infills between the HSS columns and provides lateral stability along with support to the exterior masonry veneer. CMU is reinforced horizontally with wire ladders with additional conventional reinforcing and core fills around openings and tops of walls.

2012 Addition Overview and Design Codes The addition structure is designed to the 2005 National Building Code of Canada including a post-disaster importance factor. Design loads are noted on the drawings for roof, floor and environmental loads. The addition contains a new inlet chamber, screen and bypass channels while repurposing the existing grit and sludge removal areas by infilling the pits and channels and creating workshop and storage space. Foundations and Floor Systems The foundation consists of drilled, cast-in-place concrete friction piles supporting concrete grade beams and channel walls. The main floor is a 200mm, conventionally reinforced structural slab and includes a combination of aluminum grating, checker plate and precast concrete panels covering the inlet channels. Concrete slabs were cast over the existing pits and channels to reclaim the existing space. Superstructure The typical building superstructure consists of a structural steel system with concrete masonry infill shear walls. Steel HSS columns support a steel roof including wide flange girders, open-web steel joists (OWSJs) and 38mm metal roof deck. Concrete masonry unit wall construction (190mm) infills between the HSS columns and provides lateral stability along with support to the exterior masonry veneer. CMU is reinforced horizontally with wire ladders with additional conventional reinforcing and core fills around openings and tops of walls. A smaller structure consisting of load bearing CMU and a concrete roof slab encloses the inlet chamber.

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Building Loading

Table 4.5.3: Floor Loads - Electrical Rooms

The following climatic data and loading tables meet the recommended structural approach in observance of the current 2015 National Building Code (NBC). The floor loading is separated between the Process, Electrical and Administration, Storage and Mechanical areas. Load combinations for ultimate limit states will be completed as required by the 2015 NBC. Table 4.5.1: Climactic Information Specific Location:

Lloydminster, Saskatchewan

Building Category:

Post-Disaster

Snow Load:

Ss = 2.0 kPa

Snow Importance Factor:

Is = 1.25

Wind Load:

q 1/10 = 0.31 kPa

Wind Importance Factor:

Iw = 1.25

Seismic Data:

Sa(0.2) = 0.057

Sa(0.5) = 0.036

Sa(1.0) = 0.021

Sa(2.0) = 0.010

PGA = 0.033

PGV = 0.025

IE = 1.5

Site Class:

Class C

Rain Load:

24 hour 1/50 = 81mm

Dead Load:

Self-weight +

Sr = 0.1 kPa

0.25kPa Suspended mechanical and electrical 2 Self-weight of equipment

Live Load:

4.8kPa

Dead Load:

Self-weight + 0.25kPa Suspended mechanical and electrical 2

q 1/50 = 0.40 kPa Equipment Load:

0.25kPa Suspended mechanical and electrical 2

2.4kPa Partition allowance 1 +

1.0kPa Partition allowance 3 +

2.4kPa Partition allowance 1 +

Equipment Load:

Self-weight +

Floor Loads – Administration, Storage & Mechanical

Floor Loads – Process Area 12.0kPa

7.2kPa

Dead Load:

Table 4.5.4: Floor Loads - Admin, Storage & Mechanical

Table 4.5.2: Floor Loads - Process Area Live Load:

Live Load:

Equipment Load:

Climatic Information

Seismic Importance Factor:

Floor Loads – Electrical Rooms

Self-weight of equipment + fluid storage

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Self-weight of equipment

Table 4.5.5: Roof Loads Roof Loads Snow Load:

2.13kPa + Drift Load as per 2015 NBC

Dead Load:

Self-weight + 1.0kPa Superimposed 4

Crane Load:

5 Tons (10,000lbs) 5

Rain Load:

Ponding Loads as per 2015 NBC

Notes: 1. The partition allowance of 2.4kPa is the anticipated weight of concrete masonry unit partitions less than 5m in height placed in any probable position, concrete housekeeping pads up to 100mm thick, or lightweight metal platforms supported off the floor. 2. Suspended mechanical and electrical allowance of 0.25kPa is to support building mechanical piping and electrical services. 3. The partition allowance of 1kPa is the anticipated weight of partitions placed in any probable position constructed of gypsum board and steel stud construction material.

4. Superimposed dead load of 1.0kPa includes interior finishes, roofing materials and suspended equipment. 5. A crane lifting capacity of 5 tonnes is required for operation over the membrane tanks.

Tank Loading and Design Criteria The load cases for the design of the tank structures are based on ACI 350-06 and are summarized as: • Earth pressure (Assumed at rest with Ka=0.55) • Compaction pressure • Surcharge pressure • Water pressure either horizontal or vertical • Weight of the containing wastewater is assumed to be 11 kN/m3 • Concrete shrinkage stresses • Thermal stresses • Live load on the roof and floor slab of dry pit and EQ tank is assumed to be 4.8 kPa. In addition to bending moment, shear stresses and deflection, crack control is a critical and often limiting parameter in determining the wall thickness and reinforcing requirements. A limiting crack width of 0.2mm was used with a concrete cover of 60mm to primary reinforcing in order to protect the rebar against corrosion. The thickness of cover is determined based on the structural member type and the exposure conditions. In addition, well-spaced and detailed construction joints in the foundation slab and tank walls will assist in controlling concrete shrinkage and related cracking. As the tanks include multiple compartments, in order to determine the critical load effects multiple loading scenarios were considered: • All Tanks Empty – resisting loads due to buoyancy and soil pressure on the walls producing the worst-case scenario for the exterior walls. • All Tanks Full – resisting interior hydrostatic pressure and neglecting any active soil pressure, producing the worst-case scenario for the slab foundation design. • Partial Loading – single compartment full, others empty producing worst case loading for interior dividing partitions. • Self-weight of tanks with effects from shrinkage, creep and seasonal thermal cycling.

Tank design is based on the presence of granular backfill with a 600mm thickness behind the walls and a perimeter foundation drainage system in order to limit the hydrostatic pressure.

Structural Performance Deflections and Vibrations Structural floors and roofs will be designed to accommodate maximum serviceability deflections. Dynamic equipment and cranes will be designed to limit effects of floor vibration and fatigue. Analysis and design will be in accordance with the 2015 NBC and Structural Commentaries entitled Deflection and Vibration Criteria for Serviceability and Fatigue Limit States. Floor and roof systems supporting finishes will be designed for a maximum deflection of Span/360 under live loading criteria and supported finishes will need to accommodate this potential movement. Elements supporting masonry partitions will be designed for a maximum deflection of Span/720 due to the materials’ decreased tolerances for movement. Open roof systems not supporting finishes will be designed for a maximum deflection of Span/240 under snow and live loads. Total vertical drift of the structure is limited to Height/600 due to increased sensitivity of the overhead crane structures. Vibrations due to human activities are not anticipated to be a limiting design criteria. Dynamic equipment such as pumps, moving/rotating equipment and screens will be reviewed to ensure sufficient damping or isolation bases are provided to limit transfer to adjacent structures.

Concrete Cracking As concrete dries and cures shrinkage cracks can occur due to volumetric changes in the material properties. While an attempt to limit and control cracking will be made through control of pour size, good rebar detailing and creating of saw-cuts and construction joints, some shrinkage cracking will occur. Cracking of this nature is typically not a structural concern and can be repaired or left depending on the aesthetic concerns. As much of the facility may have exposed, sealed concrete slabs and epoxy or sheet flooring with the potential to telegraph cracks, it is important to understand the potential impact of the inherent nature of concrete.

Future Capacity

Geotechnical Summary

While it is understood that future expansion may be required due to population growth or change in regulatory standards, no additional loading has been considered for horizontal or vertical additions. Placement and layout of the facility on the site has allowed physical separation to any future structures and new structures will be designed to be self-supporting.

Geotechnical information and design recommendations are based on the report prepared by SolidEarth Geotechnical Inc. The report dated July 9th, 2015, was prepared for ISL Engineering for the previous preliminary design. Based on the proposed site layout and structural foundation concepts, the investigations and recommendations remain valid. The recommendations were based on six deep test holes ranging in depth from 21m to 32m and six shallow boreholes ranging in depth from 4m to 10m. It is assumed that the subsurface conditions are largely representative of the building site; however, some variability does exist in the shallower soil profiles and fill with organic inclusions was encountered at a few borehole locations. As such, additional shallow boreholes will be conducted across the site where raft foundations are to be utilized to confirm characteristics of the near surface soils.

Material Properties Structural materials were selected based on their ability to form the required geometry and capacity to resist the applied loads. In addition, characteristics such as durability, constructability, fire resistance, schedule and cost were considered. In addition to the National Building Code of Canada, materials are design in accordance to the following standards and requirements: • Concrete • CSA A23.3 - Design of Concrete Structures • CSA A23.1 - Concrete Materials and Methods of Concrete Construction • ACI 350 – Requirements for Environmental Engineering Concrete Structures • British Standard 8110 – Concrete Structures for Retaining Aqueous Liquids • Structural Steel • CSA S16.1 - Limit States Design of Steel Structures • Wide Flange Shapes – GSA G40.21 350W • Hollow Structural Sections – CSA G40.20 Class C or ASTM A500 • Channel, plates and angles – CSA G40.21 300W • Engineered Masonry • CSA S304.1 - Design of Masonry Structures

Field investigations show that the general soil profile consists of topsoil or clay fill at the surface followed by clay till to beyond the termination of borehole depths. Findings include the following: • Topsoil was generally less than 150mm thick • Clay fill varied between 1 – 2.5m • Clay till is generally stiff in the upper 3m and very stiff below that depth • Clay is considered to be medium plasticity • Sand lenses were encountered within the till layer at 2-3m and 14-15m • Sand was dense and in wet to saturated condition • Cobblestones and/or boulders should be anticipated within the till layer • Groundwater levels, which can vary seasonally and by soil characteristics, were found to be approximately 2 - 4m below the existing surface elevation.

Additional efforts and detailing will be required to limit cracking and crack widths in all concrete tanks due to the containment function of the structure.

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Overall subsurface conditions appear suitable for the proposed facility. General foundation recommendations include the following: • Below grade tanks and structures may be supported by concrete raft foundations on stiff clay till • Structures to be supported at or near the existing surface are to be founded on drilled, straight shaft concrete friction piles • Floor slabs supported by grade are suitable, provided they are cast on undisturbed till • Structural floor slabs cast over void form will be required at areas of backfill or disturbed material or where differential movement is not acceptable • Shallow groundwater levels will require sub-drainage systems for below grade structures to minimize hydrostatic pressure on walls and slabs • Bearing materials are required to be reviewed by the geotechnical engineer prior to pouring foundations along with fill time monitoring during pile installations Based on subsurface conditions, the potential of sulphate attack on foundation concrete is low; however, HS cement is still recommended to provide resistance and durability to a moderate level of exposure. Any material imported to the site should ensure the presence of sulphates is also low. According to the National Building Code of Canada, the seismic site classification based on shear wave velocity is categorized as Class ‘C’ Very Dense Soil and Soft Rock.

Structural Systems Foundations General Foundations are designed in accordance to the site-specific geotechnical report and the Canadian Foundation Engineering Manual. Structural elements are designed based on Limit States Design, which ensure that each component can perform the intended function under applied loads in two distinct states: ultimate and serviceability limit states. Ultimate limit states prevent failure such as collapse due to bearing failure, sliding, uplift or overturning. Serviceability limit states avoid excessive movement or local damage which could constrain the occupancy or function of the structure. Provided that foundations are

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designed with a utilization of less than 80% of their ultimate capacity, potential settlement and serviceability concerns are limited.

Tankage

Tanks

The primary clarifier, bioreactor and membrane tanks are cast-in-place concrete structures. Tank walls are formed on the concrete raft slab and are assumed to be unsupported at the top of wall (cantilevered from raft slab) except for equalization chambers, dry pits and screen chambers which include roof slabs. All structures will be conventionally reinforced.

The primary clarifier, including equalization tank and dry pit, and bioreactor tanks are to be constructed partially below grade and will be supported by cast-in-place concrete raft foundations. Rafts must be founded at least 3m below existing grade in order to engage the very stiff clay where the ultimate (unfactored) bearing capacity is 500kPa and subgrade modulus of 20MN/m3. As tank structures are exposed and unheated, this depth also provides adequate frost protection. The membrane tanks will be supported off an extension of the bioreactor raft foundation to avoid concerns of differential settlement between the two structures. As the hydraulic profile requires the membrane tank bottom slab to be at an elevation higher than the raft slab, a series of concrete walls and piers will support the underside of the tank. Dewatering of excavations will be required and bearing surfaces should be protected from wetting, drying and freezing during construction. Bearing material will be confirmed by the geotechnical engineer prior to construction of mud-slab and concrete raft. Any soft or unstable material encountered will be over excavated and replaced with lean-mix concrete or engineered granular fill. To reduce the risk the groundwater accumulation and potential of buoyancy forces, a free draining granular layer 300mm thick will be placed below the mud slab in conjunction with a perimeter weeping tile and drainage system. Building Structures The process and administration building will be structurally isolated from all tank structures with the main floor elevation at 624.1m which is 500mm above the existing headworks slab. The building foundations will include a deep pile foundation. Base pile design is drilled concrete friction piles; however, alternates will be considered during the design and procurement phase. Piles are designed for applied loads plus any down drag experienced for locations within backfill zones. A minimum pile depth of 7m is anticipated based on frost protection requirements. The pile system will support cast-in-place concrete grade beams located at the building perimeter and any interior load bearing walls or partitions. Column pilasters will be built into the grade beam or standalone pile caps and column piers constructed at interior locations.

Containment Structures

Waterproofing and Concrete Durability The wastewater containment tanks are a severe environment for concrete. The concrete tanks may be subjected to wet-dry cycling, freeze-thaw cycling, chemical attack and abrasion/erosion. Even highquality concrete will deteriorate under these harsh conditions compared to typical environments. For this reason, some level of protection should be provided to increase the durability and life cycle of the concrete structures. While protection of the concrete through the application of a barrier such as epoxy coating provides premium protection, it presents challenges for both installation, maintenance and budget. As such, an integral concrete admixture using crystalline technology (Xypex C-500 or similar) is included. The admixture develops a concrete which is highly resistant to aggressive chemicals, prevents infiltration/exfiltration of liquids even under extreme hydrostatic pressure, self-seals static hairline cracks up to 0.4mm and increases freeze-thaw durability and compressive strength.

Building Structure Process and Band Screen Building The process and band screen buildings will consist of pre-engineered building systems. The superstructure will consist of steel frames supporting light gauge purlins and metal roofing and cladding. Lateral loads are resisted by the steel moment frames and steel rod bracing. Membrane Tank Crane and Roof Superstructure The structure over the membrane tanks will be structural steel systems supporting the roof and overhead bridge crane. Vertical steel wide flange columns will transfer loads to the concrete tank structure. The roof structure will consist of steel beams, metal roof deck and standing seam metal roofing. All exposed structures will be galvanized. Lateral stability will be provided with structural steel bracing and frames to resist seismic, wind and notional loads.

Floor Systems At grade floor systems will be a structural cast-in-place slab-on-void supported by pile foundations, to ensure deflection and movement of the floor system is minimized. The concrete structure will be poured over a continuous vapour barrier and will be reinforced in both directions with double layers of reinforcing mats. The thickness of the slab varies depending on loading conditions and is a minimum of 150mm. Where floor finishes are not required, a concrete sealer will be applied. Walls and Partitions Building partitions will consist of either concrete masonry units (CMU), gypsum board and steel stud construction or pre-engineered metal liner panel. CMU partitions are expected in areas where a higher durability or traffic is expected, such as the process, electrical and mechanical areas. Gypsum board and stud partitions would be expected in lower traffic, administration and office areas of the buildings. Metal liner panel will be used within the pre-engineered process building at exterior walls.

Special Structures Access Structures Access for maintenance and operations will be required around all tank structures and over major piping in the process building. Walkways will consist of bar grating supported by structural steel channels and angles. A standard two-level industrial guardrail will be provided on both sides to prevent falls. Access to the walkways from grade will be provided via steel grating stairs. All exposed steel will be galvanized. Access walkways will be provided as follows: • Primary Clarifier - along length of interior dividing wall • Bioreactor Tank - along length of perimeter and interior dividing walls • Membrane Tank – guard rail only along perimeter as walking surface provided as part of membrane cassette installation The primary clarifier includes two internal chambers which require access: the EQ chamber and the Dry Pit. Entry into these areas will be considered a confined space and safe work procedures will be required. Access structures will be provided as follows: • Dry Pit • Vertical ladder via access hatch complete with davit arm structure • Single equipment access hatch

•

EQ Chamber • Vertical ladder via access hatch on each half of chamber with davit arm structure • Four equipment access hatches

Equipment and Piping Support All major equipment and piping will be mounted on and supported by the floor slab or concrete tank walls. Suspended equipment will be limited to electrical systems (cable tray, conduits and lighting), HVAC ducting, and fire protection sprinklers. Major equipment will be placed on concrete housekeeping pads. Cranes A bridge crane is required to assist with removal to the membrane cassettes. The crane will be supported on structural steel columns forming the roof structure over the membrane tanks. The crane structure will be as follows: • Single Bridge Girder • Class C Device (Moderate Duty/Service) • Lifting Capacity = 5 ton (10,000lbs) • Electric Trolley and Hoist complete with wire festoon and wire pendant controller • Crane rails and runway beams will span between columns as simple spans to control fatigue and thermal expansion Structural Fire Ratings Based on Code requirement, structural elements do not require a fire rating provided elements are of non-combustible construction.

RISK ANALYSIS OVERVIEW Structural risks have been listed in the risk register in the Appendices. While most risks can be mitigated through sound design and coordination there are items which are based on unknown conditions and inherent material properties.

specified and supplied concrete with rigorous quality control and assurance programs. Even with these measures in place, cracks are anticipated due to the nature of concrete and tanks will be hydraulically tested prior to backfilling so cracks are repaired prior to putting the tanks into service. The extent of groundwater encountered during excavation for foundation construction is also unknown due to the seasonal nature of the water table. Groundwater is expected and is planned to be mitigated using a system of French drains and pumps. If inflow to the excavation exceeds the capacity of the system, additional systems will need to put in place to ensure a stable and dry work area.

ASSUMPTION OVERVIEW The structural systems were validated based on the preliminary analysis, historical data and sound engineering and construction judgement. Key assumptions include the following: • Design of the concrete tanks is based on the elimination of the water pressure on the exterior the tank wall and the buoyance forces underneath of the foundation slab. This is based on a combination of free draining granular layer placed below the foundation and against tank walls in conjunction with a perimeter weeping tile drainage system. • Specifying and suppling a concrete mix that minimizes shrinkage is critical to the durability of the concrete tank. Concrete will be specified to achieve shrinkage limits of a maximum of 0.04%. Concrete suppliers will be required to provide shrinkage test results prior to approval of mix design. • Building loads are assumed to follow the National Building Code occupancy allowances and preliminary weights of process and building equipment. Suspended services from roof structure are limited to sprinkler piping, HVAC ducting and electrical services averaging no greater than 0.25kPa.

The design and construction of the reinforced concrete tanks requires attention to strength and serviceability conditions. The tanks resist extreme seasonal temperature differentials, concrete shrinkage and varying load conditions due to changes in water level while remaining watertight to contain the wastewater. This risk can be mitigated by applying the proper Code requirements, appropriate detailing, properly

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4.6

ELECTRICAL

COMPLIANCE REQUIREMENTS

SUSTAINABILITY

DESIGN BASIS NARRATIVE

Electrical design, procurement, and construction for the Lloydminster Wastewater Treatment Facility will adhere to applicable industry standards. The goal is to utilize best industry practice to construct a safe and functional WWTF meeting the City of Lloydminster’s operational requirements.

Electrical Maintainability

Electrical Overview

The Lloydminster Wastewater Treatment Facility is intended to meet Lloydminster’s requirements through 20 years of operability and growth. In general, electrical infrastructure should operate without issues in this timeframe provided regular inspections and maintenance are performed. Sizing of the electrical system is based on the overall process requirements into the 2040’s.

A high-level Electrical scope for the Lloydminster Wastewater Treatment Facility includes engineering, procurement, and construction for the following items discussed throughout the Electrical Design Basis: • Utility Connection: A new 4500A 600V feed supplied from overhead utility line. • Site Distribution: Equipment, cabling, and raceway to provide power through the plant area • Emergency Power: An emergency generator for critical loading during power outages • Lighting: Building lighting, parking lot lighting, and site lighting • Fire Detection: Smoke/heat detection, horns, strobes, and a central fire panel. • Area Classification: Designation and mitigation of areas with explosive gases. • Construction Power: Temporary power and lighting throughout construction • Headworks Upgrades: Replacement of aged electrical equipment.

Electrical code compliance for the Lloydminster Wastewater Treatment Facility includes: • National Building Code (NBC) • Canadian Electrical Code (CEC) • National Energy Code for Buildings (NECB) • National Fire Code (NFC) Fire Protection and Area Classification will follow NFPA 820 guidelines. Electrical equipment will be certified by the Canadian Standards Association (CSA Group). Electrical construction will adhere to Occupational Health & Safety guidelines. Electrical distribution for the site will be provided by SaskPower and will require compliance with the utility’s customer requirements.

From an operations perspective, a new emergency generator will provide the bulk of ongoing maintenance effort, requiring start-up, testing, and re-fueling multiple times per year. The remainder of electrical equipment will require periodic inspection and maintenance over the facility’s lifespan. Due to the nature of electrical equipment, periodic power outages will be required to perform this maintenance. One sustainability concern that must be addressed is the age of the primary Motor Control Center (MCC) within the existing Headworks Building (installed in 1984). Electrical scope includes an upgrade to this MCC to extend its lifespan per the target of plant operation into the 2040’s.

Electrical Environmental Sustainability Reducing the environmental impact of the WWTF’s electrical requirements is primarily achieved through intelligent operation of process loading. Variable Frequency Drives are utilized on major process motors which allows flexibility of process equipment to meet demands. Lighting for the WWTF will consist of highly efficient LED fixtures. An additional challenge is to ensure that electrical infrastructure allows for increasing throughput over the facility’s lifespan but is not excessively overbuilt (adding both to project cost and inefficiencies of oversized equipment).

Figure 1: The Canadian Electrical Codebook published by the Canadian Standards Association is the preeminent source of electrical code and regulations

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Material procurement for this project will be a joint effort by the Design/ Construction Team and the City. Recognizing that this is a municipal project servicing Lloydminster, local distributors will be considered whenever possible. Major electrical equipment for this project includes: • Outdoor Utility Interface: Transformers, load-break and disconnects, metering • Distribution Equipment: Switchgear/MCC lineup/VFD’s and associated cabling • Process Equipment: Pumps, fans, and motors (provided by process) • Emergency Generator: Outdoor Emergency Diesel Generator • Headworks MCC: Motor Control Center replacement in the existing Headworks Electrical construction will be staged to support the overall construction effort with the provision of temporary construction power and lighting. A major electrical milestone during early construction will be a relocation of the exiting overhead utility connection that currently occupies the

future plant location. The balance of electrical construction primarily consists of electrical equipment, cabling, and building service, and will coincide with building construction.

Utility Connection Utility Connection for the WWTF includes: • Overhead Connection: An interface to utility-owned 25kV overhead power lines • Outdoor Load-Break: Disconnection and demarcation of ownership for the electrical system • Underground Cabling: Underground 25kV power cabling to Power Transformers • Power Transformers: Convert the 25kV utility supply to 600V for process equipment • Power Metering: Monitors power usage for billing purposes Power for the WWTF is provided by an overhead 25kV transmission line on the west side of the site. To accommodate the location of the new WWTF building, a portion of this overhead power line that is owned by the WWTF will need to be partially removed and rerouted. Electrical routing for the new utility connection will be provided by underground power cabling. To facilitate energization and construction requirements, an outdoor load-break lineup will be supplied as the interface point with Utility. This lineup will allow the existing Headworks Building to be re-fed prior to the demolition of existing utility line to ensure continuity of operation. Further into construction, this lineup will provide an additional connection to the new process building.

Site Distribution The core of electrical scope for the new Lloydminster WWTF is the power supply for process equipment and general electrical services throughout the WWTF. The configuration of the electrical system includes the following major components: • Switchgear Breaker: An indoor 600V 3200A breaker for overall protection and switching • Motor Control Centers: Contain breakers, starters, and VFD’s to power and control electrical equipment • Transfer Switch: A device to automatically switch to emergency generator power when required • Electrical Service: 120V Panels, 120V Transformers, Receptacles, etc. for electrical distribution • Raceway and Cabling: Cable tray, cable supports, duct banks, and associated cabling for equipment The primary location for electrical distribution equipment will be an Electrical Room located on the north side of the structure. In addition to the main distribution line-up, this location will house distribution panels and transformers, PLC equipment, and communications equipment. Spanning outwards from the electrical room, elevated cable tray and associated cables will provide power to all equipment throughout the facility. For outdoor process equipment such as the Primary Clarifier, cables will be routed in above-ground cable tray when possible. Underground cabling will be used in areas that have routing conflicts (such as beneath access roadway).

Figure 3: The validation-stage layout for the Electrical room where most electrical distribution equipment is housed

Emergency Power Emergency backup power is a provision for continued operation during utility power outage, and includes: • Emergency Generator: A 1.75MW 600V diesel generator equipped with a standard 24h fuel tank • Transfer Switch: A device to automatically switch to emergency generator power when required Wastewater treatment is critical municipal infrastructure that must operate during utility power outages. The provision of an emergency generator will enable critical processes to continue to function, mitigating costly upsets to biological functions, water flow, and regulatory requirements. This backup generation will also enable critical lighting, receptacles, and HVAC to allow operators to safely work during power outages. The design philosophy used for sizing the emergency generator was to allow for process to operate at an ‘average’ daily flow rate on emergency back-up power. This decision is a trade-off between minimal emergency backup which risks damaging the process biological versus

Figure 2: The existing outdoor Power Transformer and Overhead Utility Line will be relocated to accommodate the new process area

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high equipment costs required to operate at peak levels on emergency power. The generator itself will be located on a concrete foundation near the Electrical Room.

Fire Detection

Headworks Building Upgrades

Fire detection is a safety system for the protection of personnel and notification of the Fire Department in the event of a fire and includes: • Smoke & Heat Detectors: Monitor building and process areas for smoke & excessive heat • Horns & Strobes: Audible and visual alarms to notify personnel to safely evacuate • Fire Panel: A control panel to monitor, alarm, and notify the local Fire Department

The primary distribution equipment within the existing Headworks Building was constructed and installed in 1984. At nearly 40 years old, this 1,500A 600V lineup is now approaching end-of-life and will need to be replaced to ensure continued operation of the existing Headworks Building.

In conjunction with fire detection, a sprinkler system will be installed (by Building Mechanical) and integrated with the electrical fire system. Sprinklers operate when exposed to excessive heat to douse the fire and will also activate the fire alarm system.

The Headworks Building has several electrical system components that were installed in various expansions, including a major 2010 retrofit. This newer equipment is not intended for replacement and will instead be reintegrated for cost-saving. Finally, Headworks Building upgrades will include the provision of emergency power to some critical equipment such as the existing course screens, sump pumps, and emergency lighting.

Area Classification Figure 4: An excerpt of the Civil Site Plan indicating the outdoor Emergency Generator to the East of the Existing Headworks Building

Lighting Lighting installation for the WWTF consists of: • Building Lighting: Interior lighting throughout the process building and administrative areas • Site Lighting: Exterior lighting for outdoor process areas and vehicle parking lot • Emergency Lighting: Lighting supplied by emergency power LED lighting will be utilized in all applicable areas, both for energy efficiency and longevity. In some locations, area classification (due to combustible gasses) will require explosion proof fixtures. In areas with occasional operator presence, sensors will be used to reduce energy wastage by dimming or switching lights when no personnel are present. In addition, a contingent of lighting will be supplied by emergency power to allow operators to safely work during power outages.

Area classification is the designation of areas that may accumulate combustible gases or flammable liquids. In these locations the potential for harmful ignition will be mitigated using gas-monitoring, ventilation, and explosion-proof equipment. Areas in the new WWTF that are potentially ‘classified’ within NFPA 82020 (Standard Fire Protection in Wastewater Treatment Facilities) include: • Primary Clarifier: An outdoor tank structure used to skim and settle incoming wastewater • Dry Pits: Structures used to house pumps and motors near process equipment • Fine Screen Area: Filtering screens used to remove and collect small debris • Bioreactors: Tanks with active biology used to de-compose wastewater • Sludge Locations: Locations where debris removed from wastewater is stored

Construction Power Throughout construction, there will be a need to supply temporary power to office trailers, siteworks, cranes, work lighting, etc. This construction power will be supplied from the existing Headworks Building where possible, or from mobile generators.

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Figure 5: 1984 Electrical Distribution Equipment Within the Existing Headworks Building

Safety and Quality Electrical Safety is paramount to the design, construction, and operation of the Lloydminster WWTF. Considerations include: • Worker Safety: Workplace practices and procedures to protect all personnel • Protection and Coordination: Proper interruption of power when faults or short-circuits occur • Arc-Flash Study & Designation: Designation and mitigation of dangerous electrical energies • Bonding and Grounding: Mitigation of shock hazards for personnel and equipment • Code Compliance: Use of standardized electrical design Electricity is an inherently dangerous source of energy. To reduce the potential harm that can be caused by the new electrical system, design studies will be completed to correctly understand fault currents and arc-flash energies. This will allow proper selection of protective devices (breakers and fuses) to limit and interrupt electrical power when required. Similar design-practices will encompass bonding and grounding to limit electrical shock hazards. In conjunction, compliance with Canadian Electrical Code requirements will help to ensure a facility that can be safely operated.

Similarly, surge protection will be included on incoming distribution equipment to protect from harmful transients such as lightning strikes. A large contingent of the facility’s motors will be supplied with Variable Frequency Drives (VFD’s) that enable motors to operate across a wide range of speeds. VFD’s can cause disruptive noise and harmonics, shortening the lifespan of electrical equipment. To mitigate this, the plant will be equipped with an active harmonic filter to remove these disruptions. These filters also improve the electrical efficiency (power factor) in systems with many motors. Emergency power will operate critical processes and critical building service (ventilation and lighting) during disruptions to utility power. This will ensure the facility can continue to operate functionally and safely when most required, such as through major storms.

Electrical procedures for the WWTF will be created to ensure that qualified personnel are educated on how to safely de-energize, lock-out, and access electrical equipment when required. Electrical Quality refers to the ability of an electrical system to provide power with minimal noise, disruption, and downtime. This includes: • Grounding: Mitigation of noise and disturbances within the electrical system • Active Filtering: Improve harmonics (less distortions) and power factor (efficiency) • Emergency Power: Generator power for critical loads during utility outage In addition to safety, proper grounding of electrical equipment is a major factor in reducing noise and interference in electrical systems. The new building and outdoor equipment will be enveloped with a perimeter ground grid to safely connect all electrical systems to physical earth.

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4.7

INSTRUMENTATION

COMPLIANCE REQUIREMENTS Instrumentation and controls compliance for this project includes: 1.

Canadian Electrical Code CEC 22.1

2. National Fire Code NFPA 820. SaskTel will be the internet and telephone provider and any applicable utility requirements will be met.

INSTRUMENTATION AND CONTROLS DESIGN BASIS NETWORK ARCHITECTURE GENERAL The network architecture of the plant is based on an Ethernet/IP industrial network. This network connects PLCs, RIOs, process VFDs, flow meters, security cameras, servers, etc. Refer to the Network Architecture drawing in the Appendices. The system is generally divided into two networks: 1.

The control network that manages the controls of the plant including process, HVAC, building systems, etc.

2. The non-control network that connects operator desktops, security cameras, the internet, etc. This network also allows remote access to the OWS and plant control system via internet and VPN tunneling. Separation of these two networks allows for increased security from internet-based attacks, better bandwidth management and a more simplistic network configuration. Some communication between the networks is required as both share access to the servers, NAS and OWSâ&#x20AC;&#x2122;s. A multitude of switches are used to manage the networks and interconnect the various devices. The main control network switch, 99-SW-101, connects the various control network switches that in turn connect to devices. The main non-control network switch, 99-SW-111, mainly serves to connect the plant to the outside world via the internet.

PROCESS PLC The process control system will be based on an Ethernet/IP industrial network and an Allen-Bradley ControlLogix PLC. Hard-wired devices will be connected to either the process PLC directly or one of several RIO units in the plant. RIO units will transmit information to the main PLC for processing via the Ethernet/IP network. Some process equipment will

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be connected directly to the Ethernet/IP network, reducing wiring and improving control and monitoring. The existing headworks building PLCs will be replaced with new AllenBradley Flex 5000 RIO units that will connect to all the existing control wiring (process and building). Signals will be routed between the process PLC and these RIO units via the Ethernet/IP network.

BUILDING PLC The building control system will also be based on an Ethernet/IP industrial network and an Allen-Bradley ControlLogix PLC. This PLC will similarly connect to equipment via hard wired IO and Ethernet/IP. Additionally, some equipment will connect via MODBUS TCP/IP protocol using switch 99-SW-107. All control logic for the building systems will be handled by this PLC including HVAC, electrical, building security and hazardous gas detection. For both PLC systems the parameters, setpoints and other info will be accessible from the SCADA system. Operators access the SCADA system through one of the operator workstations, the HMI, or with personal devices (mobile, tablet, etc.) using the wireless access points (WAP). All alarms will be annunciated according to typical methods (see info below).

MISCELLANEOUS BUILDING SYSTEMS SEPTAGE RECEIVING STATION The septage receiving station will consist of a card reader and automated gate system. The card reader will communicate with the main PLC when it is activated by a user. The PLC will determine if the user is permitted and then open the gate. Furthermore, various information will be recorded for each visit (ex. duration, time of day, etc.).

BUILDING SECURITY SYSTEM The building security system will mainly consist of security cameras (outdoor and indoor) and building access controls. Motion-sensing Pan-Tilt-Zoom cameras will be utilized at strategic locations to cover as much area as possible. These cameras will be connected to a dedicated Ethernet switch to ensure the high bandwidth requirements donâ&#x20AC;&#x2122;t interfere with the control system. The main entrance door will be equipped with electronic key fob operated door locks. Door position sensors will monitor all building doors to detect intruders.

FIRE PROTECTION The overall fire protection systems are covered under the electrical section. The fire alarm panel will provide a dedicated telephone line via SaskTel to automatically dial the local fire station in the event of a fire.

SIGNALS AND COMMUNICATION METHODS Generally, most control signals will be hardwired, meaning digital inputs/outputs and analog inputs/outputs. This type of wiring is typical for control systems and is compatible with most devices. Some devices will use a communication method to transmit signals and data. These devices will include VFDs, flow meters, generator, ATS and various other equipment. Devices will be deemed to use a communication method when they have many signals being sent or there is some advantage to being able to connect to the device remotely. Ethernet/IP will be the preferred communication method with devices. It allows many IO to be transmitted using a single communication cable. In addition, operators or technicians can connect remotely to the device and troubleshoot, set parameters, etc.

INSTRUMENTATION PROCESS The process instrumentation will be used to monitor plant performance, control equipment, and ensure a safe working environment. Each instrument will monitor a single parameter (pressure, flow, temperature, etc.) and relay information back to the PLC to be displayed on the SCADA or displayed locally (e.g., pressure gauges). Certain instruments are simply used to monitor plant performance parameters such as dissolved oxygen, turbidity, and transmembrane pressure. These parameters ensure that the plant is operating as expected and that all discharge limits are maintained. These instruments are also linked to plant alarms in the event a parameter is outside of its limits.

Most of the instruments found within the plant are used to control other equipment (e.g., pumps, band screens, and blowers). For example, if the influent raw water flow rate value, captured by the inlet flow meter, has decreased passed a certain setpoint, the plant will automatically lower the speed of the EQ pumps thus resulting in a lower flow to the biological tanks. At the same time, other instruments will be monitoring level within the tanks, permeate flow rates, and air flow to the biological tanks. If the desired setpoint for these parameters are not met the system will adjust accordingly. There are also certain instruments that are used for plant safety. These instruments are in specific areas and are interlocked, either physically or by programming, to a larger piece of equipment. For example, the process pumps are interlocked with pressure switches on the inlet and discharge. If the pressure switches were to have a high-level reading, the system would immediately shut off the process pumps, thus preventing any further increase in pressure and an unsafe condition. Refer to the Appendices for a complete list of process instruments. Further process controls can be found in the Process Control Narrative included in this report.

BUILDING Instrumentation required for building mechanical HVAC is covered under the building mechanical section. The instrumentation that is required for the control of the overall system will connect to the Building PLC via hard wired signals. Pumps, fans and other equipment will be modulated to achieve the parameters programmed into the system. These parameters will be adjustable, allowing operators to maintain the building temperature, water temperature, etc. as they see fit. Certain aspects of the system may not be programmable or only programmable within a certain range (ex. number of air changes per hour) to meet the applicable building codes or to ensure appropriate hazardous area classification.

PLC SYSTEM

OPERATOR WORKSTATION

The PLC systems will be based around the Allen-Bradley ControlLogix PLC. The Process PLC will be the central point of control and will handle all process functions for the plant. The Process PLC cabinet will be in the electrical room and will house various control system components including a UPS, terminals, relays and an HMI. Due to the large number of IO being handled by the PLC, several RIO units are needed. One RIO will be in the Process PLC cabinet and will serve as an extension to the PLC. Six RIO units will be installed; one for each membrane train and each with its own control cabinet. Signals will be communicated from the RIO unit to the Process PLC via Ethernet/IP. The flow meter for each membrane train will communicate via Ethernet/IP and hence will not use the RIO hardwired terminals.

Two operator workstations (OWS) will be installed in the control room of the plant; primary and secondary with the secondary provided acting as a backup should the primary fail. Both OWS’s will be capable of accessing the SCADA interface for both the Process and Building systems. They will consist of a desktop computer with two or more monitors. Various control screens with graphical representations will facilitate the operation of the plant. The OWS allows operators to perform a variety of functions, including: • View equipment statuses. • View instrument values (flow, pressure, temperature, etc.). • Adjust control parameters and setpoints. • Monitor security system devices including cameras. • Acknowledge alarms.

The existing process PLCs in the headworks building will be replaced with Allen-Bradley RIO units that communicate with the new Process PLC. The existing wiring in the headworks building will remain in place and will be reconnected to the new RIO unit. The existing Boiler Room PLC in the headworks building will remain and will communicate with the new Building PLC as needed. All building mechanical, electrical and other non-critical equipment will be controlled and monitored by the Building PLC. This will be an AllenBradley PLC located in the Building PLC Cabinet in the electrical room. This cabinet will house various control system components including a UPS, terminals, relays and an HMI. Using a separate PLC allows segregation of the critical process equipment controls from the noncritical building controls which helps avoid needless process upsets when there is maintenance required or issues with the non-critical equipment. The building mechanical control system will operate the HVAC system automatically. All alarms and control parameters will be accessible by the HMI and OWS.

Adjustments to the control parameters will be limited to those required to operate the plant and interlocks will prevent inadvertent plant disruptions or shutdowns. More critical functions/operations can be locked out via key code to allow only properly qualified operators to make these changes. Certain data streams will be trended over long periods of time to allow operators to troubleshoot problems more effectively, monitor the health and status of the plant and its components, access historical data for reporting and to help with any operations and maintenance planning. The OWS will run Allen-Bradley FactoryTalk View software.

HMI Two human machine interfaces (HMI’s) will be provided; one for the Process and one for the Building PLC systems. They will be located on the doors of the control cabinets in the electrical room. The HMI’s will provide the operators with full control of the plant via similar screens to the ones available on the OWS, though each HMI will only control its respective system. The HMI’s allow operators to access the control system while at the control cabinets. HMIs will be manufactured by Allen-Bradley to match with the overall control network.

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SCADA

INTERNET AND WIRELESS ACCESS POINTS

WIRING

The SCADA system for the plant will utilize Rockwell Automation’s FactoryTalk View software. Using a variety of devices including the HMI, OWS and mobile or tablet devices, operators will be able to: • view and adjust current parameters • access historical and trended data • view and acknowledge alarms • control miscellaneous equipment • initiate pre-programmed cleaning/maintenance cycles

A high-speed SaskTel internet connection (not in this project) will be provided at the plant via a new dedicated, fiber optic, internet service connection. The existing copper telephone lines will be re-routed due to the location of the new building and will be re-used for telephone, alarm callout and the fire alarm system.

Wiring for the instrumentation and control systems will be performed in a variety of ways. Most of the equipment and instruments will be connected via hard wired IO (i.e. using normal wiring to transmit digital or analog signals). Some equipment and instruments will be connected via communication networks such as Ethernet/IP and MODBUS TCP/IP, which utilize data cables as opposed to hard wiring.

Normal operation of the plant will be through the OWS. When walking throughout the plant, operators will be able to access the SCADA system via their mobile and tablet devices. This allows operation and monitoring of the plant from the control system while standing at the equipment being controlled. From outside the plant, operators will be able to access the SCADA system using their personal devices (computer, mobile, etc.). All functions available at the plant will be available from outside the plant. A highspeed internet connection allows operators to view parameters in real time and respond to alarms as required. When inside the plant, alarms will be communicated via a beacon system. Operators will then be able to acknowledge the alarms and respond accordingly through one of the many SCADA devices available. When operators are not in the plant, such as during night-time hours, a callout system will call the operators individually until the alarm is acknowledged.

The internet connection will allow operators to access the SCADA system from outside the plant. This network will be protected via firewall and will use a virtual private network (VPN) tunnel to prevent malicious attacks and allow only specific control system functions across this internet connection. A general internet access network will provide a typical internet connection for operators to use as they see fit. This can include checking emails, searching for equipment info, ordering materials, etc. Operators will be able to access the internet via the operator desktop PCs (wired connection) or through the plant Wi-Fi system. The plant Wi-Fi system consists of many wireless access points (WAPs) installed throughout the plant, as required to provide adequate signal quality. WAPs will be installed for both the control system and general internet.

HAZARDOUS AREAS Hazardous areas within the building will be equipped with gas detection instruments. These instruments will monitor for H2S and methane gases. When gases are detected above the LEL threshold, the PLC will issue an alarm that triggers emergency beacons throughout the plant. The beacons will remain in the emergency state until an operator resets the alarm, regardless of the detected gas levels after the initial issuing of the alarm. In addition to gas detection systems, some equipment within hazardous areas will require hazardous area classification. This generally only pertains to instrumentation as all control cabinets will be installed outside of hazardous areas. As required, control cabinets will be equipped with intrinsically safe barriers and relays.

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All instrumentation and controls wiring inside the main building will utilize TECK cables installed in cable tray as much as possible. This type of installation makes cables accessible for maintenance and allows space for future upgrades. Some wiring may be done through conduit where cable tray is deemed disadvantageous (e.g. for long outside distances). Where appropriate, instrumentation and controls wiring throughout the plant will be run to RIO cabinets that will connect to a PLC via a single Ethernet/IP communication cable. This decreases the number of cables that run back to the PLC cabinet, effectively reducing cable congestion and costs.

SYSTEMS INTEGRATION AND PROGRAMMING The integration of all control system components will ensure a seamless operating environment for the wastewater treatment plant staff. Some key aspects of the system programming will be: • Operators will be able to access both the process and building side of the overall system from a single OWS. • The graphical user interfaces (GUIs) will be visually consistent and designed with the end user in mind. • Access to certain aspects of the control system will be restricted via passwords if necessary.

PROJECT EXECUTION PLAN

5.1

SAFETY AND ENVIRONMENT

The Lloydminster New Mechanical WWTF IPD Team believes that every person on the project has the right to work in a safe and healthy environment, this includes not only physical safety, but psychological and social wellbeing. The IPD model requires all participants to work in a collaborative manner therefore the execution of safety on this project will allow safety and production to enjoy a symbiotic relationship. The alignment of safety and production will generate the quality that the City of Lloydminster expects and the working environment and conditions that all workers deserve. The Covid-19 Global Pandemic has become a reality. The Lloydminster New Mechanical WWTF project team has met this issue and has adjusted accordingly. The IPD model is based on collaboration and the Big Room work is an essential part of the success of IPD projects. This team worked quickly to establish an effective online working environment using Microsoft Teams. This allowed for an efficient transition from an in-person Big Room atmosphere to a virtual Big Room. The redeployment back to the physical Big Room will be a staged approach to assure the safety of all the participants. The site work will also need to be thoughtfully planned in order to meet the social distancing and personal protections required at the time of execution. The details of the Covid-19 safety execution will be captured in the full Project Specific Safety Plan that will be completed during the Design/ Procurement Phase of the project. The IPD model requires early constructability and operations involvement. This approach will allow for safety to be integrated into the design. The design will carefully consider the safety for operations and construction workers. The safest strategies can be developed, detailed and thoughtfully laid out in the design and planning stages. This will reduce the waste in the field and minimize rework. This not only increases the explicit safety associated with the project but also the implicit safety based on the reduction of worker exposure hours associated with the delay and rework hours. The objective and goals of the Lloydminster New Mechanical WWTF IPD team is to have a project with “zero incidents” we will ensure that we communicate the goals and activities set out for this project. Goals like recordable injury frequency, TRIF, lost time incident frequency targets will outline what is expected of all participants on this project. Alignment with these goals will be managed by having activities like inspections, safety meeting, tailboard meetings, safety milestone celebrations, etc.

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An atmosphere of “keep your friends safe by reporting issues early” will be encouraged during this project.

rules and management need to be established during the Design/ Procurement Phase.

The work will be continually assessed to identify any potential hazards well before any work takes place. Job Hazard Analysis will be completed and enforced during this project. The risks will be documented and reviewed in practicable intervals and mitigations will be introduced and tracked. Field Level Hazard Assessments will be used to endorse the critical thinking process and encourage all workers to be part of the safety solution.

Safe work and positive safe behaviours are to be recognized and rewarded. To this end the Lloydminster New Mechanical WWTF IPD Team will develop a Positive Incentive Program to reinforce safe behaviours.

Engineering out the hazards will provide the highest degree of control. The next level of hazard control will be to create Safe Job Procedures, Safe Job Practices, policies and rules. If we cannot control the hazards using these strategies, we will employ Personal Protective Equipment as the last line of defence. All workers on site will be required to wear all the minimum Personal Protective Equipment as stipulated in the Project Specific Safety plan. Safe performance is a shared responsibility. The initiation of the safety culture, policy and the expectation start by providing necessary training, orientation, safety equipment, supplies and resources. The onboarding procedure developed for this project will include all the required safety training describing the supervision requirements. Absolute safety

Environmental responsibilities are also taken seriously, and we are committed to following sound environmental management practices and executing this project so that the environment is not adversely affected. It is the project policy to ensure that all reasonable measures are taken to identify and control conditions that may cause adverse environmental impact and to respond immediately and effectively to any incidents that may occur so that worker and public safety is maintained, and property and environmental damage is minimized. Proactive planning with respect to the potential impact of construction activities on the environment is a critical component of effective environmental protection. Accordingly, the site is required to develop and have in place an Environmental Emergency Response Plan prior to commencement of construction activities. We will develop a project Environmental Construction Operation (ECO) Plan and conduct wildlife surveys prior to clearing vegetation.

5.2

PROCUREMENT STRATEGY

PROJECT PROCUREMENT INTRODUCTION

PROCUREMENT TEAM ROLES

GUIDING PRINCIPLES

The Integrated Project Delivery (IPD) method for the New Mechanical Wastewater Treatment Facility (WWTF) project has been approved by City Council. With that approval, it was understood that the City’s current Procurement and Purchasing processes did not cover this type of project and that a supplementary guide would be required. The City’s procurement team as part of the overall IPD Team have collaborated to create a procurement strategy that will uphold transparency and fairness while meeting the requirements of the funding agencies and applicable Trade Agreements and allowing competition throughout the phases of the project. This procurement strategy shall be followed by all members of the Design/Construction Team.

City of Lloydminster Procurement will assume responsibility for the following: • development of the procurement strategy • providing City templates for open procurement • posting project opportunities • posting updates on project awards

The City of Lloydminster and the Design/Construction Team are committed to following the principles laid out within this document for all procurement related activities: • ethical behaviour and conduct, fairness, integrity and professionalism • compliance with all applicable legislation

PROJECT PROCUREMENT Through development and construction of the facility, the PMT will provide detailed project updates to the SMT on a regular basis. These updates will include, in depth technical information to support a broad understanding of the project need, and how the improvements will serve Lloydminster, the environment, and downstream neighbours. The City will be disseminating information for contractors and businesses who wish to learn about or be involved in the project. Any public opportunity will be posted to the City’s standard bidding sites, which include (but are not limited to) Alberta Purchasing Connection, SaskTenders, Bids&Tenders and construction related tenders to BuildWorks Canada. Through the Design/Procurement and Construction Phases of the project, the IPD Team is committed to the provision of open and transparent procurement methods. The City’s Procurement team will be working in conjunction with the WWTF IPD Project Management Team (PMT), to standardize the procurement process for the project.

PMT ROLES The PMT will assume responsibility for the following: • providing input for the development of the procurement strategy • identifying project purchasing needs • ensuring open and fair competition, that is vetted by City procurement • ensuring fair and transparent procurement

PIT ROLES The PITs will assume responsibility for the following: • recommend the procurement method through consultation with the PMT • developing bid documents • suggest a suitable Evaluation Team that will assist in reviewing and selecting the most suitable proponent

POST PROCUREMENT Post award inquiries will be managed through the procurement team as well as a pre-determined Evaluation Team. If debriefs are requested, the Evaluation Team will arrange a meeting with the vendor.

The IPD Team shall protect commercially sensitive information received in the process, or the award of a contract, in accordance with the provisions of the Saskatchewan Local Authority of Freedom of Information and Protection of Privacy Act (LAFOIP).

PROCUREMENT ACQUISITIONS The following methods are guidelines for the PMT to utilize during the Design/Procurement, and Construction Phases of the project:

NOVATED EQUIPMENT: 1.

Invitational Procurement (often used for more specialized equipment); or

2. Open Competition – which may include Pre-Qualification

CONSTRUCTION: 1.

Procure based on CCDC30; or

2. Qualification Based selection (QBS), or 3. Open Competition – which may include Pre-Qualification

OTHER PROCUREMENT: 1.

Procure based on CCDC30; or

2. Open Competition – which may include Pre-Qualification 3. Three (3) Quotes where possible to do so

SOLE/SINGLE SOURCE PROCUREMENT: 1.

Must be approved and justified by PMT and documented

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ADDED PARTIES – As part of the existing CCDC30, it is the responsibility of the CCDC30 members to determine and procure any parties that may need to be added to the CCDC30 contract. TECHNOLOGY VENDOR – The Technology Vendor has been publicly procured as a member of the IPD Team per the CCDC30. All public tenders will be on the City’s templates. Tenders will be vetted and posted by the City’s Procurement team to ensure consistency with the current tendering process.

APPROVALS When procuring goods or services, including those parts of construction outside the current CCDC30 agreement, PMT are to use the following as a guide for procuring methods: • All procurement shall be reviewed by the PIT Captain prior to submitting to PMT. • Approvals and signing authority shall be the PMT and then the City PMT member for all purchases and contracts.

PROCEDURE Once a PIT has determined a suitable procurement method, the PIT Captain will discuss this with the PMT. The guidelines of this strategy will be followed. For all purchases that aren’t Single/Sole Sourced, a request form shall be executed and signed in accordance with the table in Approvals, followed by the quote, proposal or supporting documentation. If Open Competition has been determined, the PIT will prepare the draft Bid Document, including drawings and appendices. These will be reviewed by the PMT then sent to the City’s procurement team for final review and posting. All tenders will be issued for a minimum for two weeks, or whatever the PMT deems necessary. The PMT will assign a main contact to accept vendor questions and issue responses using the City’s addendum template. The Evaluation Team, with input from the PMT, will complete the evaluation and bring forward a recommendation to the City’s PMT member.

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

A request form will be completed, and once executed, the PMT may proceed with the purchase. Non-acceptance letters will be issued by the PMT (on behalf of the City), once the work has been awarded. Awards from open competitions will be posted on the City’s procurement tendering site and project web page. Any Single/Sole Source procurement will require the Single/Sole Source approval form to be executed and supporting documentation attached, if necessary.

5.3

INSURANCE AND PROJECT SURETY

Insurance and surety for an IPD project are different than a traditional delivery method and are outlined in the CCDC30 Agreement.

Commercial General Liability Insurance •

CONTRACT INSURANCE CCDC30 outlines the insurance that is to be carried individually by each member of the Design/Construction Team and what project insurance will be provided, maintained and paid for by the PMT. Each member of the Design/Construction Team is required to provide, maintain and pay for (overhead cost) the following insurance:

Automobile Liability Insurance •

• • •

•

• • •

limits of not less than $5,000,000 inclusive per occurrence for bodily injury, death and damage to property, covering all vehicles owned or leased; from the date of commencement of the Work; until one year after the date of Substantial Performance of the Work. Aircraft and Watercraft Liability Insurance with respect to owned or non-owned aircraft and watercraft (if used directly or indirectly in the performance of the Work); limits of not less than $5,000,000 inclusive per occurrence for bodily injury, death and damage to property including loss of use thereof; limits of not less than $5,000,000 for aircraft passenger hazard; from the date of commencement of the Work; until one year after the date of Substantial Performance of the Work.

Contractors’ Equipment Insurance (Contractors Only) •

• • • •

“Broad form” contractors’ equipment insurance coverage covering Construction Equipment used by the Contractor for the performance of the Work; used directly or indirectly in the performance of the Work; shall not allow subrogation claims by the insurer against the Owner; from the date of commencement of the Work; until one year after the date of Substantial Performance of the Work.

• • • • • •

limits of not less than $5,000,000 per occurrence, an aggregate limit of not less than $5,000,000 within any policy year with respect to completed operations, and a deductible not exceeding $5,000; to achieve the desired limit, umbrella or excess liability insurance may be used; including Wrap-Up Difference in Conditions and Difference in Deductible coverage; including non-owned automobile liability; from the date of commencement of the Work; until two years after the date of Substantial Performance of the Work; liability coverage shall be provided for completed operations hazards from the date of Substantial Performance of the Work, on an ongoing basis for a period of 6 years.

The PMT on behalf of the IPD Team will provide, maintain and pay for (within the project budget) the following project insurance:

“Wrap-Up” General Liability Insurance • •

• • •

limits of not less than $10,000,000 per occurrence and a deductible amount agreed upon by the PMT; primary to all other insurance policies and will not call into contribution any other valid and collectible insurance available to the IPD Team; provided from the date of commencement of the Work; shall be provided for completed operations hazards from the date of Substantial Performance of the Work; on an ongoing basis for a period of 2 years from the date of Substantial Performance of the Work.

Builders’ Risk Broad Form Property Insurance • • • • •

limits of not less than the sum of 1.1 times Estimated Final Cost; a deductible amount agreed upon by the PMT; policy shall include permission of occupancy for the purpose intended prior to completion; provided from the date of commencement of the Work; until the earliest of: (1) 10 calendar days after the date of Substantial Performance of the Work, or (2) when left

•

unattended for more than 30 consecutive calendar days or when construction activity has ceased for more than 30 consecutive calendar days; the PMT shall act on behalf of all parties for the purpose of adjusting the amount of such loss or damage payment with the insurers.

Boiler and Machinery/Equipment Breakdown Insurance •

• •

limits of not less than the replacement value of the permanent or temporary boilers and pressure vessels, and other insurable objects forming part of the Work; deductible amount agreed upon by the PMT; maintained continuously from commencement of use or operation of the Boiler and Machinery/Equipment Breakdown objects insured by the policy; until 10 calendar days after the date of Substantial Performance of the Work; the PMT shall act on behalf of all parties for the purpose of adjusting the amount of such loss or damage payment with the insurers.

Project Professional Liability Insurance (does not name the Owner) •

• • •

limits of not less than $10,000,000 per claim and with an aggregate limit of not less than $10,000,000, unless specified otherwise by the PMT; policy shall be effective continuously from the commencement of the Contract; until 3 years after Substantial Performance of the Work; shall be endorsed to provide 30 days advance written notice of cancellation.

PROJECT SURETY The Contractor is a joint venture and each party has joint and severable liability for the work performed. This provides a significant level of protection to the Owner. The City has also requested that a Labour and Materials Payment Bond be provided in the amount of 50% of the anticipated construction value to protect the City from lack of payment by the Contractor to any third party. This is in accordance with the CCDC30 agreement.

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

5.4

CONSTRUCTION SCHEDULE AND EXECUTION PLAN

CONSTRUCTION EXECUTION The IPD team has taken special consideration (based on what we know to date) when developing the project schedule to maximize efficiencies in managing site congestion & workflow. The construction sequencing is based on five areas within the construction site: 1.

Process Building

2. Primary Clarifier 3. Bioreactors 4. Membrane Tanks 5. Administration (& Existing Building Retrofit) The IPD Team has divided the project into the above-mentioned areas to allow all areas to be managed as parallel work fronts. It is imperative to have all five areas progressing in a parallel versus a sequential methodology to reduce the overall project duration and prioritize equipment and trade intensive areas. In establishing the execution plan, preliminary steps will occur as follows:

Site Reconnaissance A site reconnaissance to confirm the state of the site and existing structures, utilities, and conditions has been completed. The findings of these on-site studies will feed into the detailed design and activities include: • Buried utility locates and scan (sweep) • Geotechnical assessment (previously completed) • Contaminated soils assessment (stockpiled sludge) • Topographical survey The site reconnaissance generally does not involve impact to existing operations or site conditions and no regulatory permits are required for these activities. The reconnaissance was completed to provide necessary data to move forward in determining the new mechanical treatment facility requirements.

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

Early Works - Late 2020 and Early 2021 Early Works consists of all site preparations activities that need to take place before general construction can proceed. Activities at this stage include: • Relocation of existing live utilities with new services including: main overhead power service and related equipment, telephone, and natural gas. • Rehabilitation of access road (40th Avenue to existing wastewater treatment facility site) • Removal of existing sludge stockpile south of Cell 1 • Site stripping & rough grading • General site (& winter preparations) to promote construction start in April 2021. Relocation of utilities is required due to conflict with new treatment facility location and to upgrade and increase the size of services to accommodate the demands of the new treatment facility. Initiation of permitting activities is essential and will be a first step.

Construction 2021 Mobilization to site includes construction facilities, fencing, site utility services, site survey, establish temporary access roads as work progresses and permits. Initial civil works (grading and bulk excavations) will happen sequentially in order to be most efficient with ramping the work forces up effectively on site. As the civil work progresses, work forces will increase in each area allowing the work to be executed in parallel. This will occur in order to reach the milestones on the critical path which include trade intensive areas and to avoid excessive winter working conditions and costs. A site plan will be utilized to maximize efficiencies which include a continuous access road around the site and staging areas for each work area. Overhead hoisting via two (2) tower cranes will be utilized to reduce weather related mobility issues and to leverage prefabrication advantages to increase production. Laydown zones will be implemented to organize materials, equipment and tool resources, all while ensuring continuous, uninterrupted operation of the existing WWTF.

Environmental controls will be established as required to meet local regulations & codes. 1.

Process Building • Deep utility installations • Piling operations (including Admin area) • Detailed excavation • Effluent tank concrete base slab & walls • Foundation walls & grade beams • Hydrostatic test of effluent tank • Backfill grade beams and effluent tank • Shallow utility installations • Main floor concrete slab • Concrete service pads, curbs, and bases • Oversized equipment placement within building footprint • Building erection and weathertight (milestone for fall 2021) • Mechanical & Electrical installations

2. Primary Clarifier • Bulk deep excavation • Mass concrete installations including tank foundation floor, channels, sump pits, and walls. • Process equipment installations • Hydro-static test • Deep utility connections • Backfill (milestone for fall 2021) 3. Bioreactors • Bulk excavation • Mass concrete installations including tank foundation floor slab and walls • Process equipment installations • Hydro-static test • Deep utility connections • Backfill (milestone for fall 2021)

4. Membrane Tanks • Bulk excavation • Mass concrete installations including tank foundation floor slab and walls (lower level) • Mass concrete installations including main floor and walls (upper level) • Process equipment installations • Hydrostatic test • Deep utility connections • Backfill • Open protection structure including overhead bridge crane 5. Civil works & utility installations • Weeping tile pump station and piping • Bioreactor inlet piping • Return activated sludge (RAS) line • Small diameter interconnecting piping between new structures Crane demobilization will occur in fall upon completion of the mass concrete scope and final equipment hoisting. The civil work consists primarily of connections between excavated new structures, which will create efficiencies in the trenching and earth moving requirements. Installing a weeping tile station at the outset of the civil works to establish site dewatering for excavations will lessen the need for temporary piping and equipment. Winter 2021/2022 – All structures will be protected against winter conditions including exposed concrete foundations, building enclosures, general site conditions and positive drainage.

Construction 2022 There will be carry over work scopes on previously noted areas of various mechanical and electrical installations including commissioning to follow. 1.

Process Building (continued) • Process equipment installations including: • Membrane Blowers • Air compressors • Effluent pumps • Pump skids • Bio-reactor blowers • Chemical tanks • Building Mechanical Installations • Concrete chemical containment walls • Electrical installations • Interior Finishes

2. Primary Clarifier/ Bioreactors/Membrane Tanks Completion of all outstanding work in these areas including but not limited to: • Miscellaneous walkways, gratings, handrails • Interior and exterior finishes • Final mechanical and electrical installations • Connections to process building & equipment 3. Administration Area (and Existing Building Retrofit) • Shallow utility installations • Main floor concrete slab & curbs • Building erection & close in • Framing and construction of new interior spaces • Interior finishes • Electrical and Building Mechanical installations • Renovate existing washroom, office, and building storage areas.

4. Civil works and Utility Installations • Septic receiving station, associated structures, including trade involvement • Effluent force main pipe • Inlet piping and associated structures • Membrane and Clarifier overflow piping • Sludge and wet weather piping • Process sanitary piping The civil work primarily consists of tie-ins and connections to the existing cells and infrastructure, as well as new interconnecting piping. All tie-ins and connections will be scheduled with plant operations to alleviate disruptions or potential impacts to the existing treatment process.

Construction 2023 • • • • • • •

Completion of mechanical and electrical systems Ongoing interior finishes including flooring, painting, millwork, doors and hardware Exterior site works and landscaping, including concrete aprons, sidewalks, service areas Final tie-ins Commissioning and training Turnover to City Demobilization

Start-up and (pre) commissioning of all equipment and systems (including training) will require in-depth involvement from all parties associated with the project for an extended timeframe.

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

5.5

MILESTONE SCHEDULE

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

5.6

PROCESS CERTAINTY AND WARRANTY

The Design/Construction Team warrants that the Work, including all workmanship, labour, materials and equipment supplied by the Design/ Construction Team or commodity trades, either directly or indirectly, and incorporated into the Work, shall comply in all respects with this Contract and shall be free from deficiencies and defects. A warranty of the system performance (process certainty) is also included for the same duration. This warranty provides protection and assurances to the Owner with respect to the ability of the system to meet the established performance criteria. The performance criteria for the influent and effluent of the system is to be finalized during the design stage of the project. An additional pro-rated warranty is to be included on the membranes only per item (d) below. The Warranty Period regarding the Work shall be the longer of: a. one year from the date of Substantial Performance of the Work, for any materials or portions of the Work which are supplied or completed before Substantial Performance of the Work is attained, unless a longer period is specified in the IPD Contract Documents or IPD Team for such materials or portions of the Work; b. one year from the date of Total Performance of the Work if some Work is excluded from the Substantial Performance of the Work assessment, where permitted by the Lien Act in effect at the Project Site, because a portion of the Work cannot be completed expeditiously for reasons beyond the control of the Contractor and or IPD Team. c. where a period longer than that described in Warranty Clause (a) or Warranty Clause (b) is specified in the Contract Documents, then that period specified in the Contract Documents shall apply from the date specified in the Contract Documents or, if no date is specified, from the date of Total Performance of the Work. d. After the completion of the period defined in (a), (b), and or (c) an additional 9 years of pro-rated warranty is included on the membranes only. This is contingent on the owner subscribing to InSight monitoring services through SUEZ for the duration of this warranty.

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

5.7

COMMISSIONING AND OPERATOR TRAINING

TRAINING

OPERATIONS SETUP

SUCCESS MEASURES

Training will commence early in the project to ensure that City Operators understand the treatment process correctly and the efficiencies incorporated in the design. The key goals of training will be to solidify the theory of wastewater treatment and the design, and to shadow the construction team throughout the Construction Phase. The objective of this approach is to minimize operational costs, unforeseen events and equipment damage. During operator training, the City of Lloydminster WWTF staff will receive personal development and learn valuable information about the treatment process, maintenance and servicing needs of the equipment.

The City Operators will have input on the configuration of data trends, SCADA screens and any plant layout modelling. Appropriate documentation on the interpretation of these trends will be developed by both the designers and the experienced trainer, to create consistency in operation and the information disseminated regarding key plant and operational indicators.

It has been attested to by the City’s Operators, SUEZ and ISL, that the most successful training programs have consisted primarily of hands-on operating experience and the physical operation of equipment on-site during start-up and commissioning. This supports the engagement of an experienced trainer, as one of the most beneficial and valuable training steps. This will also promote and highlight any necessary safety measures required to operate the new equipment.

Three streams of training should therefore be incorporated into the training program: 1.

In-classroom equipment addressing specific subject matter

2. Site-visits to other Alberta facilities which are operating membrane-based systems, i.e. Vermillion and / or Devon WWTF 3. Temporary engagement of an experienced operator or trainer during commissioning a. This trainer would be able to work side by side with our current operators at the new facility, explain their actions taken operating the process and the scenarios that come up with the initial commissioning and operation of the facility.

The provision of documentation and training on what the trends indicate removes some of the potential for interpretation errors and misunderstanding, and should be a critical portion of both the training for and operation of the New Mechanical WWTF.

CERTIFICATION The Saskatchewan Water Security Agency requires that the operation, repair and maintenance of a sewage works is under the direction of an operator that holds a certificate equivalent to or greater than the classification of the facility. The rating of the new facility is yet to be determined but depending upon the SWSA assessment of the biosolids management method, the new WWTF may be a Level IV facility. Two Level III Operators currently work at the City’s current facility. Additional education, as well as two years of Directly Responsible Charge (DRC) experience at a Class III or higher facility will be required to upgrade these Operator’s certificates to a Level IV. An application will be submitted to SWSA, to instill confidence in the City’s existing Operator’s ability to run the facility, as well as a plan for attaining Level IV certifications. Commitments of the Operator’s involvement during design and commissioning of the New Mechanical WWTF will be critical in providing the Regulator with the confidence that the City has the staff and skills to operate, repair and maintain the new facility.

Engaged Operators will also be a key element of successful operation of the new facility, as operators must be able to understand terminology and be willing to engage in any of the training products/videos/courses/ manuals provided by the equipment suppliers. Engagement will also be important in assuring and providing confidence to SWSA that the City Operating staff are competent to operate the facility and are working to attain the necessary certifications.

MANUALS AND MAINTENANCE The operations team will receive one printed copy and multiple digital copies of the Operations and Maintenance Manual. Digital files will be bookmarked, tagged, searchable and easily updated. The manuals will also contain the actual equipment installed which is clearly annotated, and not the generic documents typically provided by the vendor. The documentation required for the manuals will include the following: • O&M for Membranes System, • Vendor Equipment Data Manuals, • All Technical Data Sheets, • Separate smaller manuals with most critical documentation / procedures, • Spare Parts Lists, and • Maintenance Schedules.

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

PREVENTATIVE MAINTENANCE SCHEDULES

OPERATING PROCEDURES

Preventative maintenance schedules for individual pieces of equipment will be outlined within the schedule, preferably based on run time intervals. Discussions have been held for interactive and live update modelling software, which would allow operators to access service logs, equipment specifications, lubrication instructions, reference numbers that vendors can recognize, and equipment manuals by clicking on a selected piece of equipment. This can hopefully be implemented in conjunction with the Building Information Modelling program, costs permitting.

A manual laid out using images and words in the form of a Standard Operating Procedure (SOP) provides the most benefit to the WWTF operators in-terms of refresher training and a step-by-step guide. This is where items such as maintenance instructions, competency sheets, general operational guidelines and troubleshooting guides would be included.

Although there could be significant costs due to creation of a database of this size and scope, this would eliminate the management and upkeep of many Word and Excel files. The database would also provide an element of consistency, as all operators would have simple access to any equipment specific forms and maintenance instructions.

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

Printable instruction sheets and guidelines on the required lubrication/ parts required would enable operators to effectively access necessary information and provide consistent servicing to the installed equipment. An online/digital database of these types of information would be most appropriate.

CONSTRUCTION During the Design and Procurement Phase, WWTF staff will have to develop an understanding of wastewater treatment processes, membrane technology and the specifics of the new processes. During the Construction Phase, it is anticipated that operator involvement will begin in the form of developing their “x-ray vision”, such that the Operators will be able to see where things are located prior to them being sealed in tanks or submerged in wastewater.

Recordings, images, and representations of what new installation looks like and where items are located will be a key part of refresher training for the current Operators and future training for new operators. This can be in the form of digital modelling and image scanning during construction, so that items such as piping connections, tanks configurations, diffuser grids, membrane support, etc. can be easily viewed. It is said that “a pictures paint 1,000 words”. To supplement this approach, it has also been proposed that during construction, all WWTF staff will complete a weekly walkaround of the work site with the construction supervisor. Operators will be encouraged to take their own photographs; this approach will broaden the Operators’ knowledge of the new facility in “bite-sized chunks.” The time spent on site during construction will also develop a solid foundation for their near full-time involvement during commissioning, where they will be fine-tuning, troubleshooting and confirming the control sequences of the new process with the rest of the IPD team.

BASE TARGET COST

6.1

BASE TARGET COST

The City clearly outlined in the Owner’s Requirements, Goals and Constraints that the overall project cost is not to exceed $81,500,000. The IPD Team determined the following during different stages of the Validation Phase based on what was known at that point in time: Allowed Costs + Overhead Reimbursable Cost + Project Contingency + Allowances Target Cost + Risk Pool Overall Project Cost The CCDC30 Agreement defines or notes as follows: • Reimbursable Costs are the costs stipulated in Article A-5 of the Agreement – REIMBURSABLE COSTS. • Project Contingency, included in the Base Target Cost, is established during the Validation Phase by the PMT based on an analysis of potential risks and innovations, and covers Reimbursable Costs that may arise as a result of that analysis, but does not cover Reimbursable Costs resulting from conditions or circumstances that vary substantially from what was anticipated during the Validation Phase. • Base Target Cost is the target cost of the Design Services and the Work which consists of all Reimbursable Costs to complete the Project as described in the Base Program, an appropriate contingency and appropriate allowances. • The PMT shall prepare a Validation Report that records the agreed Base Program, Base Target Cost, Milestone Schedule, Risk Pool, and such other Project Objectives as agreed, for acceptance in writing by the Owner. • The Risk Pool is an amount that is established by the PMT during the Validation Phase, revised upon the addition of Added Parties, if any, and distributed amongst the Design/ Construction Team in accordance with Schedule A – RISK POOL DISTRIBUTION, as amended in accordance with this Contract.

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

•

Risk Pool is the sum of the profits of each member of the Design/Construction Team, as set out in Article A-4 of the Agreement – RISK POOL.

The IPD Team has worked diligently throughout the Validation Phase to ensure that the Design/Construction Team can say with certainty that we can deliver this project at or below $81,500,000. This was not an easy feat. • At the very start of the project (January 24, 2020) the Budget and Estimating PIT took a wild stab at what a project of this nature may cost. This was based on assumed square footage, and potential technologies. This “Wild Ass Guess (WAG)” was $102 million. • The Technology Vendor later (February 24, 2020) estimated that based on a dollar per cubic meter of wastewater treated for similar facilities the facility may cost around $75 million, but this did not allow for any treatment processes that would be needed for dealing with the hydrocarbon (oil) that is periodically seen at the current facility. • The Budget and Estimating PIT working closely with all the other PITs established another WAG (April 8, 2020), this time factoring in technology that could deal with the hydrocarbon contamination that may occur. This was the first real project cost estimate that was based on what the facility would look like and the technology. This estimate was $95.83 million. • A further refinement of this WAG brought the estimate (April 23, 2020) down to $89.6 million, but the IPD Team realized that small and incremental changes will not get the budget within “striking distance” of our goal. • All PITs were asked to come up with changes that can be made to the design concept to save costs. A total of 24 suggestions/ options were put forward and these were discussed and evaluated during a workshop on May 6, 2020. It was decided to implement 14 of the 24 options that had the most impact. The revised project budget estimate was now $84.4 million. • Further iterations of the estimate went up and down over the next few weeks due to new information coming to light, new costs added to the estimate and others mitigated.

•

During a final intense review, all costs were reviewed, and the Project Contingency was carefully reconsidered and evaluated. The estimated project cost stands at $82,536,762 based on what we know now and before the engineering has commenced. However, the Design/Construction Team feels confident that other cost savings may be realized during the Design/ Procurement Phase of the project that will bring down the overall project costs. The Design/Construction Team will take on the additional risk, even though there is no upside to taking this risk, and we say with confidence and with certainty that we will commit to a project cost of $81,500,000.

As the Design/Construction Team, we are committing to the Owner’s budget of $81,500,000. Based on a final adjusted Validation Phase estimate as follows: Reimbursable Cost

$ 73,218,554

Project Contingency

$ 3,584,326

Allowances

Base Target Cost

$ 76,802,880

Risk Pool

Committed Project Cost

$ 81,500,000

0 4,697,120

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

PROJECT CONTINGENCY

6.2

Contingency is often understood to be a dollar value, added to an estimate, to compensate for some element of risk or uncertainty. The typical assignment of risk at this stage of a project is often based on an industry standard factor and can have a value up to 10% of project costs. This project is being performed using the IPD contract model. At the outset of the Lloydminster New Mechanical WWTF project, the team identified and began to manage the project risks. A review of the Risk Register (cf. the Appendices) was held with the full team on a biweekly basis. The team was encouraged to discuss all perceived risk on the project and to work diligently to mitigate these risks during the validation phase. The excellent collaboration with all members of the team was able to create a meaningful and relevant list of risks in the project risk register. This register was reviewed and updated every two weeks. As a team, we reviewed and evaluated the probability of occurrence, impact to the project and estimated value of the risk that was to be applied to the project contingency. Original Risk Value Design and Planning Risks

Probability and Impact Weighted Value

Current Project Risk Value

$12,270,000

$6,668,864

$1,789,091

Construction and Development Risks

$14,128,150

$10,855,236

$1,695,235

Performance Risks

$550,000

$100,000

$26,948,150

$17,624,100

$3,584,326 Project Contingency

Operational Risks Total Table 6.2.1

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

As shown on Table 6.2.1, the team worked diligently to mitigate over $14MM ($17,624,100 - $3,584,326) of risk on this project. The Lloydminster New Mechanical WWTF IPD team has used this Risk Register to gain certainty on this project thus allowing for a lower than normal project contingency value (4.4%). Some of the most significant risks that were not mitigated during validation are discussed below: • The Covid-19 Virus was not contemplated when the project budget was originally set. The project team evaluated this condition and has applied a risk value to this project to account for the uncertainties surrounding new work environments associated with the virus. This issue will affect both the execution of the construction and the supply chain for the project procurement. The IPD team will pay close attention to this issue in order to mitigate as much risk as possible. • With these uncertain times it is difficult to determine how escalation will affect this project. The IPD team has created a profile of projected pricing inflation and have included it in the evaluation of the risks to the overall costs. • Environment and Weather risks have been evaluated for this project. We have included for typical issues associated with these risks such as site flooding and rising groundwater tables.

APPENDIX

Appendix A

RISK ANALYSIS Risk Register (Project Contingency) Design and Planning Risks $

12,270,000

6,668,864

1,789,091

Construction and Development Risks $

14,128,150

10,855,236

1,695,235

Performance Risks $

550,000

100,000

26,948,150

17,624,100

Total

3,584,326

0 Design and Planning Risks

Design and Planning Risks Design and Planning Risks

Design and Planning Risks

Description

Mitigated

PIT

ID Date

Impact (1-5)

Item #

Phase

Probability (1-5)

Phase #

Project Contingency Probability / Impact Coefficient (Max 1 pts)

Mitigated

I&C

27/Feb/20

0.136

I&C

27/Feb/20

0.136

Design and Planning Risks

Design and Planning Risks Design and Planning Risks Design and Planning Risks

Coronavirus impacts to Labour, Labour Efficiency, and Labour being accommodations on site (lunch room, etc.)

All

Avialibilty of supplies from sources that were quoted in the validation report.

Husky Turnarounds (Accommodation and workforce)

Shortage of local labour

Coefficient Weighted (Contingency) Carried Cost Cost ($) within Budget

07/May/20

2.5

Mitigated

07/May/20

Fiber is available but will cost ~$6k/mo. However, we can get 100Mbps on copper for ~$600/mo. Install cost of $5,000 In talks with SaskTel to figure out where the line is (on supposed property or not). Will get quote for moving the line.

50,000.00

6,818.18

0.455

Ensure that all teams are knowledgeable of using the Teams collaboration tool Create and Manage online meetings with team to work collaboratively Communicate with PITs to make sure that all issues are managed and mitigated in a timely manner. Will need to change the site office set up Concrete work Productivity Suggest Accommodation changes less shared accommodations Create a plan the will attend to social distancing requirement

John D

1,000,000.00

454,545.45

0.545

Stay in close contact with suppliers and get historical information on trending Look at buying more locally manufactured products. Action: PIT captains to get feedback from major suppliers on any cost increases. Look at early PO's being issued.

John D

750,000.00

409,090.91

Look at working remotely at these times Prebook accommodations Work with Hotels to Hold rooms Temporarily modify the LOA policy Rework the LOA Policy to allow for self directed accommodations spending

John D

60,000.00

43,636.36

John D

1,500,000.00

545,454.55

All

27/Feb/20

0.727

All

09/Apr/20

0.364

Make sure that the Estimate is to include a 25% local labor and 75% LOA Labor Review and communicate with Assumption authors to clearly understand the assumption and modify as needed.

Coronavirus impacts to supply chain. 1

Potential Cost ($)

Tanner Z

to accommodate social distancing, masks wash stations, etc. on site.

Design and Planning Risks

Responsible Person

SaskTel Line south of landfill needs to be Mitigated relocated

Lack of Internet Service

Mitigation Strategy

Tanner Z

Assumptions Log (Completeness / Accuracy)

Mitigated

All

27/Feb/20

0.273

Fraser E

Risk of large costs for gas line relocates

Mitigated

Mech.

12/Mar/20

0.273

Discuss with ATCO for a quote to relocate this line.

Eric E

Mitigated

Elect.

12/Mar/20

0.455

Re-purpose the blowers and equipment to keep total load of the site to 4.5MVA or lower

Ed B

Design and Planning Risks

Risk of large costs for power line upgrades if we get over 5 MVA

Design and Planning Risks

Risk of large costs for comm. Line relocates

Design and Planning Risks

Cannot discharge excess volumes from Mitigated wet weather events into Neale Edmunds

Mitigated

I&C

12/Mar/20

0.273

Process

12/Mar/20

0.045

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

Coordinated with SaskTel to get a quote for relocation of the line. Quote came in at ~$5k but will need minor adjustments. Cell #3 will be used for wet weather management. Secondary process is designed to treat 42,200 m3/day. Anything that exceeds the wet weather management cell's capacity & secondary process capacity will flow into Neale Edmunds. This will be viewed as an upset condition and SWSA has no objections with this provided WSER limits are met and downstream landowners are notified prior to release. It was agreed during the Arp 17 PIT Captain/PMT meeting that routine/continuous discharge to Neale Edmunds during wet weather seasons will not be pursued as part of this project.

1,500,000.00

681,818.18

Tanner Z

Priyanka G

Risk Register (Project Contingency) Design and Planning Risks $

12,270,000

6,668,864

1,789,091

Construction and Development Risks $

14,128,150

10,855,236

1,695,235

Performance Risks $

550,000

100,000

26,948,150

17,624,100

Total

3,584,326

PIT

ID Date

Impact (1-5)

Mitigated

Process

12/Mar/20

0.091

Sludges are no longer separated. Primary and Secondary sludge to be combined prior to entering the lagoons. Treatment process to be adjusted to account for additional loads from supernatant Analysis completed - minor impact

Rob H

550,000.00

200,000.00

500,000.00

68,181.82

Item #

Mitigated

Probability / Impact Coefficient (Max 1 pts)

Phase #

Description

Probability (1-5)

Project Contingency

Design and Planning Risks

Implications of Primary Sludge Lagoons Supernatant

Design and Planning Risks

Cannot store primary sludge in the lagoon

Process

12/Mar/20

0.364

Seeking input from SWSA and experience from other WWTF Initial response for SWSA received, no objections SWSA note a number of steps / actions to be completed use a lagoon as aerated cells add infrastructure

Design and Planning Risks

New Standards Issued

All

12/Mar/20

0.136

There will always be a risk that Environment Canada, SWSA or other tighten the environmental standards. Same is true for building, fire, etc. codes. Once design is completed this will be mitigated

Deon W

Greg G

Phase

Design and Planning Risks Design and Planning Risks Design and Planning Risks Design and Planning Risks Design and Planning Risks Design and Planning Risks Design and Planning Risks Design and Planning Risks

Design and Planning Risks

Mitigation Strategy

Responsible Person

Unconfirmed manhole inverts

Mitigated

Civil

16/Mar/20

0.045

Confirm inverts elevation with survey

Generator exhaust discernment

Mitigated

Mech

18/Mar/20

0.136

Will be added tro assumption log

Eric E

Prepare variance for AHJ. this is already in the base bid

Marc B

Code Classification may require sprinklers in process area Risk of enlarging footprint (admin, process areas) Unknown connection between Bioreactors and Process Area PST application to project Damage to Primary Clarifier Rotating Equipment due to low temperature Connection to the forcemain. Where, how and how long?

Potential Cost ($)

Coefficient Weighted (Contingency) Carried Cost Cost ($) within Budget

Bldgs.

26/Mar/20

0.364

Mitigated

Bldgs.

09/Apr/20

0.273

Marc B

Mitigated

Structural

09/Apr/20

0.091

Antonios K

Mitigated

Estimating

09/Apr/20

0.727

Rob talking to Gold Bar / Alberta Capital Region Greg discussing with Evoqua Timing is key for installation work (fall is good) Also impacts work on air release valves Depending upon configuration 300 to 500 hp Waiting on supplier information This has been Mitigated

30,909.09

Fraser E

4,500,000.00

3,272,727.27

Richard Tombs

75,000.00

51,136.36

Mitigated

Process

21/Apr/20

0.682

Mitigated

Process

21/Apr/20

0.091

Large Motor Sizes for Effluent Pumps dramatically changing loads

Mitigated

Process

21/Apr/20

0.273

Assumptions used for Primary Sludge Values, impacting overall design requiring more changes

Mitigated

Process

21/Apr/20

0.364

Wait to see what Nexom come back with in terms of a design and complete a review.

Richard Tombs

Process / Elec / Mech.

28/Apr/20

0.136

Use HVAC / Ventilation where possible to reduce classification. Ensure major electrical equipment avoids placement in classified areas whenever possible

Ed and Alister

All

30/Apr/20

0.682

Area classification and means of mitigating area classification will have Mitigated repercussions for process / electrical / mechanical design Risk for design or estimating oversights during validation. Due to a lack of design during validation. Conceptual design during validation that are realized in the detailed design phase

85,000.00

Mitigated

We need to include this in the base estimate

Richard Tombs

800,000.00

290,909.09

Get certaintity during validation.

2 38 Construction and Development Risks

Once the complete designis complete this risk goes away.

Fraser E

900,000.00

613,636.36

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

Risk Register (Project Contingency) Design and Planning Risks $

12,270,000

6,668,864

1,789,091

Construction and Development Risks $

14,128,150

10,855,236

1,695,235

Performance Risks $

550,000

100,000

26,948,150

17,624,100

3,584,326

Total

Description

Shortage of Labour, availability of trades during construction. Construction and Development Risks Economy Based

Construction and Utility Distribution Line Upgrade Development Risks

Construction and Development Risks Construction and Development Risks Construction and Development Risks Construction and Development Risks

Road Accessing Site Condition (approx. 750m) Site Security (Tools, material and equipment) Existing Stockpile Cleanup (Sludge, Transportation and Disposal) Not Enough Information from the Geotechnical Report from 2015 Ground Water (open excavation, Buoyancy for tanks, dewatering, flooding) Unknown Existing Utilities Underground Piping Climate Lens Assessment (ICIP): GHG Assessment and Environmental Resilience. Identify new items that we are not aware of. What environmental reviews and assessment need to be completed in terms of site clearing

PIT

ID Date

Impact (1-5)

Phase

Probability (1-5)

Item #

Phase #

Project Contingency Probability / Impact Coefficient (Max 1 pts)

All

07/May/20

0.364

Keep track of labour market and adjust schedule to mitigate impacts to rate increases

John D

Mitigated

Electrical

27/Feb/20

0.273

Keep plant loading under 5MVA. If service requires a 5 MVA or larger service then Sask Power costs could be in the millions. Direct quotation from conversation with Jeff Mamer Sask Power. Same as 1.7

Ed B

Mitigated

Civil

27/Feb/20

0.409

Cost carried in Value incentive items

Mitigated

All

27/Feb/20

0.273

Mitigated

Civil

27/Feb/20

0.909

Mitigated

Civil

27/Feb/20

0.273

Civil

27/Feb/20

0.273

Civil

27/Feb/20

0.273

All

27/Feb/20

0.273

All

27/Feb/20

0.364

Construction and Permit to Construct from SWSA (Signed Mitigated Development Risks drawings and time to review)

Process

27/Feb/20

0.182

Condition of effluent force main and air Construction and vacuum release valves along length (Wet Mitigated Development Risks weather flows)

Process

27/Feb/20

0.409

Temporary Process Pumping / Diversion Mitigated

Mechanical

27/Feb/20

0.136

Uncontrolled release of sanitary flows from the WWTF

Owner

27/Feb/20

0.136

Civil

27/Feb/20

0.409

Construction and Development Risks

Construction and Development Risks Construction and Development Risks Construction and Development Risks

Condition of lagoons (remediation)

Mitigated

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

Mitigation Strategy

Carried allowance for site security services. This will be moved to assumptions log. Confirm it can be brought to Landfill (may need extra testing), look at land application Supplemental scope of work is identified for SolidEarth. Additional letter provided by Solid Earth. Additional Civil scope carried in estimate Buoyance being addressed by design (raft slab and weeping tile). Dewatering will be required for construction (slope excavation to sump pits and pumps). Will dig test pit on site. Complete Alberta one call and Private Locates, to be updated on overall site plan

Responsible Person

Potential Cost ($)

740,000.00

269,090.91

Greg G

Kevin K

Greg G

Coefficient Weighted (Contingency) Carried Cost Cost ($) within Budget

10,000,000.00

$ $

Marc B

9,090,909.09 -

Marc B

600,000.00

163,636.36

Greg G

30,000.00

8,181.82

Complete the 2 parts of the Climate Lens Assessment and then revisit this. By allowing for sensible and environmentally sound decisions during Validation Phase will mitigate this risk of causing a cost increase during the Design/Procurement Phase.

Deon W

195,000.00

53,181.82

Project Team review site for wildlife, complete prelim. wildlife sweep (approx. $2,500)

Greg G

3,150.00

1,145.45

Discussed with SWSA and obtaining confirmation of approval process. Basing approach on that the validation report will meet their requirements to issue a Permit to Construct. General consensus from conversations with PE manufacturer, NDT company and other engineers was that PE pipes have a typical life span of 100 years and costs/efforts of conducting condition assessment outweigh benefits/need. Working on the basis that all air / vacuum released valves need to be replaced. Waiting on recommendations and costs for valve replacement Any issues will need to be borne by the owner and outside the scope of this projects. Complete bypass pumping plan with average flow data Update of SOP required and prepare process / wet weather cells for unforeseen / high flowrates Review lagoons while they are being desludged, carry contingency for lagoon rehab

163,636.36 -

Karen D

Rich T

Greg G

80,000.00

Lanny C Greg G

300,000.00

10,909.09 122,727.27

122,727.27

Risk Register (Project Contingency) Design and Planning Risks $

12,270,000

6,668,864

1,789,091

Construction and Development Risks $

14,128,150

10,855,236

1,695,235

Performance Risks $

550,000

100,000

26,948,150

17,624,100

3,584,326

Total

Description

Mitigated

PIT

ID Date

Impact (1-5)

Phase

Probability (1-5)

Item #

Phase #

Project Contingency Probability / Impact Coefficient (Max 1 pts)

Construction and Environmental Monitoring (may need Development Risks more ground water monitoring wells)

Mitigated

Civil

27/Feb/20

0.455

Construction and Landfill Pollution Blowing into process Development Risks (odour, garbage)

Mitigated

Process

27/Feb/20

0.409

Mitigated

Process

27/Feb/20

0.182

Mitigated

Structural

27/Feb/20

0.273

Mitigated

Structural

12/Mar/20

Construction and Desludging Cell 2 and 3 (Disposal) Development Risks Concrete Quality for tanks durability Construction and (concrete Plant upgrades in the last 3 Development Risks years) Construction and Concrete supply quantity is too low Development Risks Construction and Concrete tank leaks Development Risks Construction and Native material reuse Development Risks Construction and Plant footprint and orientation (space Development Risks requirement) Construction and Lanny's wish list Development Risks

Priyanka G

Need to discuss with local subtrades

Antonios K

0.273

Need to discuss with local subtrades

Antonios K

Greg G

Civil

27/Feb/20

0.409

Geotechnical report conducted indicating material can be reused

Mitigated

Civil

27/Feb/20

0.136

Building footprint sits on site with room for future upgrades

Schedules delays because of upcoming Construction and election (Validation report through Development Risks council before election)

Mitigated

Construction and Lagoon scope of work scheduling Development Risks

Mitigated

Karen D

0.409

Mitigated

Construction and Existing Headworks upgrades longevity Development Risks

Construction and Weather related delays Development Risks

Mitigated

Coefficient Weighted (Contingency) Carried Cost Cost ($) within Budget

27/Feb/20

Potential Cost ($)

Structural

27/Feb/20

0.409

Electrical

27/Feb/20

0.455

All

27/Feb/20

0.273

Mitigated

Responsible Person

Karen D

Mitigated

Engage the WSA early in the project to notify them of plans to use existing lagoons and determine regulatory requirements for environmental monitoring. Landfill has been completing groundwater monitoring since 2004. Data is available for background and downgradient conditions very close to the site. Need requirements from SWSA Bio-reactors are not to be covered Prevailing winds are directly from the west, which impacts the lagoon cells Current location of the WWTF aligns with areas of the landfill which will not be developed for land fill, thus garbage from the westward prevailing wind is reduced Netting not applied as there is a concern that the garbage on the netting will act like sail and the forces on the supports will be significant Operational measure at the land fill will keep the garbage under control. Cell 2 to be desludged in 2020 Any residual sludge will be pumped from Cell 3 into Cell 1 or 2

Investigate waterproofing options. This has been moved to value added incentive items

Mitigation Strategy

List has been submitted, Most big items apply to building layout. Will be added to Value Added incentive Items or base cost Design new infrastructure to allow minimal disruption / downtime to existing facility (outdoor disconnects). Consider critical loads being re-fed or placed onto new in-situ emergency bus to minimize upsizing of new emergency bus. Avoid modifications to 2010 MCC in secondary electrical room if possible

Lanny C

Ryan K

50,000.00

Taylor G

Structural

27/Feb/20

0.545

Review historical weather data for Lloydminster and factor in relevant statistics into planned work activities & schedule. Create a site logistics plan that promotes accessibility in different weather conditions as well as establish a weather mitigation plan to minimize impact to the project & schedule. Assume this as 2 days per month for the first 16 months. Daily GC costs/Unknown costs - Severe weather events IE Force majeure

Process

27/Feb/20

0.273

Lagoon work will be one of the last items as incoming wastewater still needs to be treated. Ability to complete lagoon work will be impacted by commissioning plan

Fraser E

Kevin K

1,060,000.00

22,727.27

578,181.82

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

Risk Register (Project Contingency) Design and Planning Risks $

12,270,000

6,668,864

1,789,091

Construction and Development Risks $

14,128,150

10,855,236

1,695,235

Performance Risks $

550,000

100,000

26,948,150

17,624,100

Total

3,584,326

Description

Mitigated

Pricing Escalation (inflation, shortages, exchange rate etc.) Construction and Development Risks Economy based.

PIT

ID Date

Impact (1-5)

Item #

Phase

Probability (1-5)

Phase #

Project Contingency Probability / Impact Coefficient (Max 1 pts)

Estimating

12/Mar/20

0.545

Construction and Hydrocarbon contamination in Development Risks excavations for deep structures

Civil

17/Mar/20

0.545

Construction and Bankruptcy of Vendors Development Risks

SMT

12/Mar/20

0.364

Damage to Primary Power line between Construction and the primary clarifier and the Bioreactors Development Risks during construction

Electrical

21/May/20

0.364

Construction and Stainless Steel passivation internal of Development Risks piping

Mitigated

Process

20/Apr/20

0.273

Construction and Limited period for shutdowns Development Risks

Mitigated

Process

21/Apr/20

0.273

Process

21/Apr/20

0.273

Construction and Failure of Lagoon Berm during Mitigated Development Risks Construction of Primary Clarifier Corrosion on the Membrane Panels from Construction and the Cleaning Process of the Membrane Mitigated Development Risks Cassettes Construction and Site Flooding Mitigated Development Risks

0.000

Performance Risks Oil in the influent

Commissioning and start up (developing Performance Risks bugs, Maintaining effluent quality, timing, seasonal affects)

Performance Risks Odor from primary Sludge or Screening

Performance Risks

The presence of oil within the primary Performance Risks sludge may be an issues for a resource recovery

Identify where to bring hydrocarbons if encountered and rates. Ridgeline Disposal. Need to talk to ministry of environment to get permission to include this soil with the sludge pile as it is soil that is directly affected by the sludge stockpile. The cost included here is to help mitigate the impact of the contaminated soil at the landfill site if it is required. This would be to use uncontaiminated clay from the WWTF site to line and cap the contaminated soil taken to the landfilll site. Proper progress control (not overpaying) and subcontractor bonding (more than normal). Prequalify major subcontractors Properly surveying the location of the undground line, marking the location and ensuring that excavation does not encroach on the limits of safe approach. Will move primary power line north of primary clarifier Remove requirement on Stainless steel pipe fabrication if possible. Use victaulic couplings life expectancy of piping. Discuss this with Rich if it is required Prefer to avoid shutdowns in spring / summer This will impact work on the forcemain and possibly the lagoons Make sure that pond 3 is low and use as a tank Primary Clarifier moved away from lagoon by an additional 15 m This has been mitigated Addition of Vent tubing/piping off the membrane trains to the outside of the building

Potential Cost ($)

Mitigated

Coefficient Weighted (Contingency) Carried Cost Cost ($) within Budget

Fraser E

750,000.00

409,090.91

Greg G

100,000.00

54,545.45

John D

50,000.00

18,181.82

18,180.82

Darin D

70,000.00

25,454.55

Sean/Eric/John

100,000.00

27,272.73

SeanM EricE Rob H

Influent has different characteristics than Mitigated expected or designed for (new industry)

Escalation will be handled globally by the Estimating Teams. Issue PO's as soon as design is ready to lock down pricing.

Responsible Person

0.000

3 89 Performance Risks 3

Mitigation Strategy

Process

27/Feb/20

0.136

To be addressed through the application of a primary clarifier. Has been mitigated to the best of our ability.

Process

27/Feb/20

0.182

Draft plan to be included within the validation report. Not a large risk, it is something we have to manage

Carsten O

Process

12/Mar/20

0.273

Review completed, see post in Teams. Odour control not to be included.

Rob H

Terry B

Process

12/Mar/20

0.091

Process

21/Apr/20

0.182

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

Nothing that we can do about this. Impact on performance will be assessed as data become available. May shorten design horizon. No update on "Hemp Company" Not a risk for this project, being looked as a future option / value added Oil currently tends to degrade over time Other communities also face the same risk

Carsten O

550,000.00

100,000.00

APPENDIX LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

Description

Quantity

UoM

Risk Pool PST PST on Subs GST Tax Markups Total Total Estimate

Material Total

Equipment Total

Subcontractor Total

Other Total

Misc Total

Total

% of Total

635,988

33,096

1,395,948

41,897

567,189

4,743,950

5.75 %

BASE TARGET COST SUPPORTING ESTIMATE 6.00 4.20

Appendix B

Labour Total 2,069,832

% % %

1,595,611

87,132

110,304

200,484

943,198

23,917,414

1,993,532 943,198

2.42 % 1.14 %

1,595,611

87,132

943,198

110,304

200,484

2,936,730

3.56 %

28,189,131

1,539,340

23,400,288

1,948,698

3,541,891

82,536,762

100.00 %

WBS9 Item Code WBS8 Code Description 01 02 01 00 01 01 00 00 01 00 01 03 00 00 22 00 02 26 00 00 03 01 00 01 03 00 00 22 00 02

Description

Quantity

UoM

Risk Pool

Labour Total 2,069,832

PST PST on Subs GST Tax Markups Total

6.00 4.20

Total Estimate

% % %

Material Total

Equipment Total

635,988

33,096

1,595,611

87,132

Subcontractor Total 1,395,948

Other Total

Misc Total

% of Total

41,897

567,189

4,743,950

5.75 %

110,304

200,484

1,993,532 943,198

2.42 % 1.14 %

943,198

23,917,414

Total

1,595,611

87,132

943,198

110,304

200,484

2,936,730

3.56 %

28,189,131

1,539,340

23,400,288

1,948,698

3,541,891

82,536,762

100.00 %

01 00 00 01 00 02 01 00 03 03 00 00 04 20 00 05 12 00 05 50 00 07 50 00 22 00 00 22 00 02 26 00 00 31 23 00 32 12 00 33 00 00 01 00 02 01 00 03 22 00 00 22 00 02 26 00 00 03 00 00 03 00 05 11 81 00 26 00 00 31 23 00 32 12 00 32 31 00 32 90 00 33 00 00 02 00 00 05 12 00 06 00 00 22 00 00 22 00 02 22 00 04 26 00 00 01 00 03 03 10 00 03 10 01 03 10 02 03 10 04 03 10 05 05 50 00 07 13 00 07 72 00 11 81 00 22 00 02 26 00 00 31 23 00 33 00 00 22 00 02 26 00 00

Printed: 7/3/2020 11:37AM

4 of 4

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

06 00 00 22 00 01 22 00 02 22 00 03 26 00 00 01 00 03 03 20 00 03 20 01 03 20 02 03 20 03

Validation Design and Procurement Design and Construction Admin Design Costs General Conditions General Conditions Design Costs Concrete Process Mechanical Electrical Construction Design and Construction Admin Design Costs Concrete Process Mechanical General Conditions General Conditions Misc General Requirements Concrete Masonry Structural Steel Metal Fabrications Membrane Roofing Plumbing Process Mechanical Electrical Earthwork Paving Utilities Mobilization Misc General Requirements Plumbing Process Mechanical Electrical Siteworks Concrete House Keeping Pads, Pump Bases, Misc Conc Facility Fall Protection Electrical Earthwork Paving Fences and Gates Landscaping Utilities Existing Headworks / Lagoons Demo Structural Steel Building Costs Plumbing Process Mechanical Fire Protection Electrical Primary Clarifiers General Requirements Primary Clarifier Mud Slab Primary Clarifier Base Slab Primary Clarifier Walls Primary Clarifier Structural Slab Primary Clarifier Misc Concrete Metal Fabrications Waterproofing Hatches Facility Fall Protection Process Mechanical Electrical Earthwork Utilities Equalization Channel & Pumping Process Mechanical Electrical Fine Screens Building Costs HVAC Process Mechanical Mechanical Insulation Electrical Bio - Reactors / Splitter Chamber Box General Requirements Bio-Reactor Mud Slab Bio-Reactor Base Slab Bio-Reactor Walls Bio-Reactor Structural Slab

Printed: 7/15/2020 4:04PM

Lab Total

Mat Total

Equip Total

2,569,565 4,444,937 3,104,922 3,104,922 1,340,015 784,720

462,245 858,179 140,990 140,990 717,189 156,977 493,369

2,917.77 6,001.06

27,252 435,381 92,661 14,833,080 2,019,159 1,738,753 61,265 219,142 6,325,599 4,294,975

Subs Total 91,780 91,780 91,780

6,001.06 6,001.06

66,844 21,052,783 427,453 427,453

1,410,193.17

20,969,362

8,164,709 3,769,405

953,322.02 795,779.31

219,409 47,910

27,374 260,966

38,019

29,198.94

12,732 552,665 1,064,471

474,281 2,567,200 1,303,602 12,202

112,416 587,749 4,074 547,480

733,924 236,421 425,995 15,915

39,722 44,031.83 4,456 127,321 84,311.94 369,584.44

5,305

353,669.32

5,305

15,915.12 36,195 109,171

55,593 1,199,302

6,565

176.02

102,606

14,760 15,915 1,168,627

4,148,679 2,122 25,390

93,347

669,339

58,726.79

161,273 1,099,735 326,897 83,714 185,676 2,263,873 143,183

176.02

26,525 79,576 20,371 6,048

50,522 356,870

66,928 1,026,193 26,126 3,892 135,379 439,355 219,274 24,302 13,241

261,947 1,402,802 21,772 38,214 280,971 553,252 108,070 27,764 7,427

37,082 58,726.79 20,507.50 6,395.71

4,415.93 991.35 481.70 8,222.81

1,528 103,767 59,328

1 of 4

253,568 111,763

100,156 61,496 38,660 72,717

101,664 65,836 35,828 169,128

21,645

50,464

51,073 1,171,045 63,431 35,297 136,298 706,108 49,483

118,664 1,832,650 52,859 81,057 487,071 917,826 30,114

2,144,360 11,006 311,985 377,688 95,931 4,817 102,069 139,257 31,830 26,525 762,825 267,297 13,130 549,949 549,949 681,783 64,655 106,101 506,253 4,775

1,142.62

2,418,614

1,142.62

17,139 575,220 639,708 28,594

Grand Total 3,034,727 6,318,669 3,337,692 3,337,692 2,980,977 947,698 1,411,141 27,252 502,225 92,661 61,918,361 2,446,611 2,166,205 61,265 219,142 16,448,185 8,908,069 106,101 641,011 260,966

487,013 3,159,587 2,412,105 96,233 127,321 249,778 1,696,562 240,495 1,332,449 15,915 15,915 91,788 5,457,328 2,122 46,891 15,915 1,432,506 1,099,735 326,897 83,714 185,676 2,263,873 1,003,853 39,257 26,525 79,576 70,893 362,918 37,082 387,602 4,593,862 54,294 53,113 728,335 1,374,711 424,265 57,365 130,960 139,257 33,358 26,525 1,120,160 171,091 267,297 13,130 751,769 677,280 74,489 923,629 64,655 106,101 578,361 4,775 169,737 5,423,452 116,291 134,636 1,198,589 2,263,642 108,191

WBS9 Item Code WBS8 Code Description 05 50 00 07 13 00 07 61 00 22 00 02 26 00 00 31 23 00 03 00 05 03 08 01 03 08 02 03 11 01 03 11 02 03 11 03 03 11 04 03 12 00 03 12 01 03 12 02 05 12 00 05 50 00 07 13 00 07 61 00 13 34 00 22 00 00 22 00 01 22 00 02 22 00 03 22 00 04 26 00 00 31 21 01 31 23 00 31 60 00 41 22 00 01 00 02 03 09 00 03 09 01 03 41 00 04 20 00 05 12 00 06 41 00 07 50 00 07 80 00 08 10 00 08 33 23 08 40 00 09 20 00 09 60 00 09 90 00 10 28 00 10 51 00 11 30 00 12 51 00 22 00 00 22 00 01 22 00 02 22 00 03 22 00 04 26 00 00 31 21 01 31 23 00 31 60 00 22 00 02 26 00 00 33 00 00 01 00 00 01 00 02 22 00 00 22 00 02 26 00 00 01 00 00 22 00 00 22 00 02 26 00 00 31 23 01 01 00 00 22 00 00 22 00 02 26 00 00

Lab Total

Metal Fabrications Waterproofing Metal Roofing and Siding Process Mechanical Electrical Earthwork Membrane Building House Keeping Pads, Pump Bases, Misc Conc Membrane Building Main Floor Membrane Building GB Membrane Tank Base Slab Membrane Tanks Walls Membrane Tank Lower Slab Membrane Tanks Lower Walls Effluent Tank Base Slab Effluent Tank Walls Effluent Tank Structural Slab Structural Steel Metal Fabrications Waterproofing Metal Roofing and Siding Fabricated Engineered Structures Plumbing HVAC Process Mechanical Mechanical Insulation Fire Protection Electrical Radon Mitigation Earthwork Piling and Shoring Hoists & Cranes Admin Building System Misc Admin Building Grade Beam Slab on Grade Admin Building Exterior Envelope Masonry Structural Steel Millwork Membrane Roofing Fire and Smoke Protection Doors, Frames and Hardware Overhead Doors Entrances, Storefronts and Curtain Walls Drywall and Steel Studs Flooring Painting Specialties Lockers Appliances Furniture Plumbing HVAC Process Mechanical Mechanical Insulation Fire Protection Electrical Radon Mitigation Earthwork Piling and Shoring Wet Weather and Sludge Management Process Mechanical Septage Receiving Electrical Utilities De Mob General Conditions Misc Plumbing Process Mechanical Electrical Testing & Commissioning General Conditions Plumbing Process Mechanical Electrical Bypass Pumping Training General Conditions Plumbing Process Mechanical Electrical Safety

Printed: 7/15/2020 4:04PM

Mat Total

140,053 40,373

195,172 68,551

2,316,724 90,999 48,765 37,125 18,214 189,388 9,562 99,623 10,245 68,506 74,419 2,546

4,781,527 2,317 109,801 24,087 51,222 212,415 46,829 110,267 37,688 83,334 52,308 1,061

32,785

32,605

1,101,963

2,052,804

523,672

1,964,789

Equip Total

31.86 31.86

19,025 23,554

575,751 7,958 14,891 39,658

7,130 11,459 1,910 2,387

743 14,324 796 3,979

17,188

573

368

159

2,365

4,891

3,056

1,273

207,597

200,955

Grand Total

279,045 82,228 53,050 326,420

279,045 82,228 53,050 661,645 108,924 417,210 17,951,034 483,219 372,114 74,430 249,096 524,475 141,128 292,313 99,455 205,548 171,056 154,190 63,236 30,769 42,398 943,554 65,390 432,891 9,571,068 610,080 74,164 2,488,461 206,690 150,069 428,849 76,393 3,131,831 7,958 40,771 123,563 63,973 388,072 168,915 64,456 147,073 53,050 75,056 35,013 30,801 78,833 113,441 42,821 41,804 15,788 3,183 125,527 429,347 296,021 72,149 115,225 37,082 293,523 56,340 113,904 98,143 232,426 232,426 140,607 34,506 106,101 115,183 53,050 2,716 26,525 26,525 6,366 1,092,821 106,101 12,732 756,946 177,786 39,257 189,204 3,183 2,440 170,557 13,024 145,254

417,210 8,024,211 389,872 213,547 13,218 125,337 122,673 84,737 82,423 51,523 53,708 44,329 150,582 63,236 30,769 42,398 943,554 432,891 3,642,083 610,080 74,164

8,912 376,160

Subs Total

6,701.92

306.21

6,395.71

206,690 150,069 419,936 76,393 2,173,219 6,854 60,044 63,973 380,199 143,132 61,751 134,311 53,050 57,294 35,013 30,274 78,833 106,185 42,821 41,804 11,459 3,183 125,527 20,796 296,021

72,149 115,225 37,082 80,121

213,403

13,159 13,159

10,610 10,610 21,347 21,347

7,385

28,223

1,019

1,698 26,525

56,340 113,904 98,143 221,816 221,816 106,101 106,101 79,576 53,050

26,525 6,366 515,842 12,732 435,757 67,353 1,910 1,910

20,371

2 of 4

576,979 106,101 321,188 110,433 39,257 178,912 3,183 531 169,761 5,438 124,883

8,382

796 7,586

WBS9 Item Code WBS8 Code Description 01 00 00 22 00 00 22 00 02 26 00 00 01 00 03 22 00 00 22 00 02 26 00 00 05

Lab Total

General Conditions Plumbing Process Mechanical Electrical Performance Testing General Requirements Plumbing Process Mechanical Electrical Project Contingency

Printed: 7/15/2020 4:04PM

20,371 76,393 44,562 31,830

Mat Total 53,050 10,610 28,647 32,575 53,581 35,544 18,037

Equip Total

Subs Total

Grand Total 53,050 10,610 49,019 32,575 174,748 80,106 49,867 29,602 15,172 3,584,326

44,775

29,602 15,172 3,584,326

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

3 of 4

PROJECT ASSUMPTIONS LOG During the Validation Phase of the project many basis of design assumptions were made by each individual PIT in order to obtain certainty on the pricing provided for the Base Target Cost. The high-level assumptions associated for the project are listed below in Appendix B.1. Additionally, more detailed assumptions and notes about what has been included within the project can be found in the individual PIT estimates. Table Appendix B.1 Basis of Design Assumptions Previous City Costs carried at $350k Travel for Detailed Design assumed 50% of weeks, carpooling assumptions included and expenses as per project guidelines Bonding the JV for Construction costs only are allowed for No sub-contractor bonds have been allowed for 25% of direct project labour assumed to be local Assumed 2x tower crane rentals for 10 months Generator size is 1750kw based on typical daily flow load required for a power outage of up to 12 hours Generator is supplied in skintight weatherproof enclosure to be mounted exterior of the building Removing approximately 47,000 m3 of earth from site Dispose of Excess sludge on site assuming it can be disposed at landfill 27,000m3 Zoning classification will require sprinklers in existing headworks building Primary Clarifiers include Chains, flights, wear shoes, wear strips, return tracks, deflector angles, shafting, collector bearings, greasing provisions, sprockets, drive unit, electrical control, hardware, paint, skimming equipment - 30m long 2 Fine Screens complete with compactor and controls 5 Membrane cassettes per train, six trains (30 cassettes total), located within Cast-in-place concrete tanks

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

APPENDIX LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

CCDC 30 SCHEDULES

Appendix C

SCHEDULE A - RISK POOL DISTRIBUTION Version: Date:

Establishment of Risk Pool

IPD Party

Risk Pool Adjustments

Risk Pool at Acceptance of Validation Report

Upon Acceptance of Added Value Incentive Items

$ 4,697,120.00

Upon Establishing Final Target Cost

3 03-Jul-20

Milestone Payments

Upon Acceptance of Completion of Validation Warranty Phase Report

Receive Development Permit

Receive Building Permit

Commence Construction Phase

Design/Procure ment Complete

Complete Planned 2020 Site Work

2020 Fiscal Year End

SWSA Permit to Construct

Utilities Relocated

Chandos Bird Joint Venture

ISL Engineering and Land Services

Magna IV Engineering

SUEZ

TOTAL RISK POOL

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

SCHEDULE A - RISK POOL DISTRIBUTION Version: Date:

Establishment of Risk Pool

IPD Party

3 03-Jul-20

Milestone Payments

Risk Pool at Acceptance of Validation Report

Complete Complete Complete Mobilization to Primary Clarifier Bioreactor Membrane Site Complete Concrete Tanks Concrete Tanks Concrete Tanks

$ 4,697,120.00

Complete Building Floor Slabs

Process Building Weathertight

Admin Building Weathertight

Building Crane Installed

Primary Clarifier Ready for Startup

Bioreactors Ready for Startup

Membrane Process Tanks Ready for Building Ready Startup for Startup

Chandos Bird Joint Venture

ISL Engineering and Land Services

Magna IV Engineering

SUEZ

TOTAL RISK POOL

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

SCHEDULE A - RISK POOL DISTRIBUTION Version: Date:

Establishment of Risk Pool

IPD Party

3 03-Jul-20

Milestone Payments

Risk Pool at Acceptance of Validation Report

Admin Building Ready for Occupancy

$ 4,697,120.00

Membranes Installed

Commissioning Commences

Acceptance of Performance Test

Final Completion Certificate

Substantial Performance

End of Warranty Phase

Chandos Bird Joint Venture

ISL Engineering and Land Services

Magna IV Engineering

SUEZ

TOTAL RISK POOL

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

SCHEDULE B ALLOWED COSTS .1

salaries, wages and benefits paid to personnel in the direct employ of the Design/Construction Team members under a salary or wage schedule agreed upon by the Owner and the Design/Construction Team, or in the absence of such a schedule, actual salaries, wages and benefits paid under applicable bargaining agreement, and in the absence of a salary or wage schedule and bargaining agreement, actual salaries, wages and benefits paid by the Design/Construction Team, for personnel: (1) stationed at the Design/Construction Team field office, in whatever capacity employed; (2) engaged in expediting the production or transportation of material or equipment, at shops or on the road; (3) engaged in the preparation or review of shop drawings, fabrication drawings, coordination drawings, and Project record drawings; or (4) engaged in the processing of changes in the Design Services or in the Work.

contributions, assessments or taxes incurred for such items as employment insurance, provincial or territorial health insurance, workers' compensation, and Canada or Quebec Pension Plan, insofar as such cost is based on wages, salaries, or other remuneration paid to employees of the Design/Construction Team and included in the cost of the Work; travel and subsistence expenses of the Design/Construction Team's personnel; all products including cost of transportation thereof; materials, supplies, construction equipment, and temporary work, including transportation and maintenance thereof, which are consumed in the performance of the Work, and cost less salvage value on such items used but not consumed, which remain the property of the Design/Construction Team; hand tools greater than a value of $________, not owned by the workers, including transportation and maintenance thereof, which are consumed in the performance of the Work, and cost less salvage value on such items used but not consumed, which remain the property of the Design/Construction Team; all tools and construction equipment, exclusive of hand tools used in the performance of the Work, whether rented from or provided by the Design/Construction Team or others, including installation, minor repairs and replacements, dismantling, removal, transportation, and delivery cost thereof; all equipment and services required for the Design/Construction Teamâ&#x20AC;&#x2122;s field office; deposits lost; the cost of disbursements of the Consultant and other consultants engaged to perform such Design Services; costs paid to subcontractors and subconsultants; quality assurance such as independent inspection and testing services; charges levied by authorities having jurisdiction at the Place of the Work; royalties, patent license fees and similar charges for intellectual property rights; any premiums for all bonds and insurance which the Design/Construction Team is required, by the Contract Documents, to purchase and maintain; any taxes, other than Value Added Taxes, and duties for which the Design/Construction Team is liable; removal and disposal of waste products and debris; safety measures and requirements; such further allowed costs as listed below*:

.3 .4 .5

.8 .9 .10 .11 .12 .13 .14 .15 .16 .17 .18 .19

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

SCHEDULE C TIME-BASED COSTS 24-Apr-20

Personnel Category

Base Hourly Cost* (Excluding both Overhead and Profit)

Overhead %

Consultant - ISL Engineering and Land Services(2020) Admin B Admin D Comm 02 Tech 02-1 Tech 03-1 Tech 04-1 Tech 04-2 Tech 05-2 Tech 05-3 Prof C Eng A-2 Eng B-2 Eng C-3 Eng D-1 Eng E-1 Eng E-2 Contractor - Chandos/Bird Joint Venture (2020) Sr Project Manager / Project Director/Spec IPD / Lean Facilitator Project Manager / Specialists II Field Coordinator Chief Estimator / Preconstruction Support Sr Estimator Estimator MEP / Commissioning Lead Finance Manager Senior Project Accountant Project Accountant Senior BIM Specialist BIM Coordinator Safety Advisor Site Superintendent Foreman Carpenter Apprentice Lead Hand Labourer

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

Amount

Total

Personnel Category

Base Hourly Cost* (Excluding both Overhead and Profit)

Other IPD Party - Magna IV Engineering (2020) Design Drafter Engineer-in-Training Designer Programmer Snr Technologist Engineer Snr Programmer Snr Engineer Snr Controls / SCADA Specialist SMT Member Other IPD Party - SUEZ (2020) Project Management Engineering Support

Overhead %

Amount

Total

SCHEDULE D - Contract Tasks Matrix Version: Date:

Activity Validation Phase Combining and Formatting Validation Report Executive Summary Table of Contents Project History and Background IPD Overview Project Organization Chart Owners Requirements Regulatory Requirements Effluent Quality Timelines Project Values Allowable Cost Communication Approach overview Internal IPD Team External Stakeholders Design Narrative - Electrical Design Narrative - Process Design Narrative - Civil Design Narrative - Buildings Design Narrative - Building Mechanical Design Narrative - Instrumentation and Controls Risk Analysis Overview Assumptions Overview Operational Cost Methodology Procurement Strategy Construction Schedule and Execution Plan Milestone Schedule Testing and Process Certainty Commissioning and Operator Training Base Target Cost Project Methodology Cost Estimate Summary Added Value Incentive Items Cash Flow Forecast Drawings Appendix Process Control Narrative Equipment List CCDC 30 Schedules A-F

Owner: City of Lloydminster C C C R

Terry B Terry B Terry B Terry B

C R A A A R A A C A

Terry B Terry B Karen dR Terry B Terry B Terry B Terry B Terry B Terry B Terry B

C C R A I I

Terry B Terry B Landon C Terry B Terry B Terry B

Landon C

I A A

Terry B Terry B Terry B

Landon C

Terry B

Consultant: ISL Engineering

Contractor: Chandos Bird Joint Venture

C R C R R R C R R C R R I R R

Deon W Deon W Deon W Deon W Deon W Deon W Deon W Richard T Richard T Deon W Deon W Deon W Deon W Deon W Deon W

R C R

John D John D John D

R R I I I R R R I R R

Jen H John D John D John D John D John D John D John D John D John D John D

R R R R

Richard T Greg G Marc B Alistair S

Eric E

C C

Deon W Deon W

R R

C C C R C C R

Deon W Deon W Richard T Sean M Deon W Deon W Deon W

R R R R

Deon W Richard T Richard T Deon W

Other Party: Magna IV Engineering

0 24-Apr-20

Other Party: SUEZ

C C C

Darin D Darin D Darin D

C C C

Andrew C Andrew C Andrew C

C I I I C C R I C R R

Darin D Darin D Darin D Darin D Darin D Darin D Darin D Darin D Darin D Darin D Darin D

C I I I C C R I C R

Andrew C Andrew C Andrew C Andrew C Andrew C Andrew C Andrew C Andrew C Andrew C Andrew C

John D John D

R C C

Tanner Z Darin D Darin D

C C

Andrew C Andrew C

R R

John D John D

C C

Darin D Darin D

C C R

Andrew C Andrew C Andrew C

R R R R R

Fraser E Fraser E John D John D John D

C C

Darin D Darin D

C C

Andrew C Andrew C

C C

Eric E John D

R C C C

Darin D Darin D Darin D Darin D

R C C C

Andrew C Andrew C Andrew C Andrew C

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

Design/Procurement Phase Design - Electrical Design - Process Design - Civil Design - Buildings Design - Building Mechanical Design - Instrumentation and Controls Procurement - Electrical Procurement - Process Procurement - Civil Procurement - Buildings Procurement - Building Mechanical Procurement - Instrumentation and Controls

I I I I I I I I I I I I

Terry B Terry B Terry B Terry B Terry B Terry B Mika W Mika W Mika W Mika W Mika W Mika W

Construction Phase Construction - Electrical Construction - Process Construction - Civil Construction - Buildings Construction - Building Mechanical Construction - Instrumentation and Controls Construction - Systems Integration

I I I I I I I

Terry B Terry B Terry B Terry B Terry B Terry B Terry B

Warranty Phase Operations Warranty Deficiency Correction

R I

Landon C Terry B

Legend:

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

R - Responsible;

A - Accountable;

R R R R

C C C C

C C

Richard T Greg G Marc B Alistair S

Richard T Deon W C - Consulted;

Edward B

Dan B

Eric E

R R R R R R

Edward B Eric E Dan B John D Eric E Edward B

R R R R R R

Edward B Eric E Dan B John D Eric E Edward B

John D

I - Informed

R C

Ryan K R

Andrew C

C C

Andrew C Andrew C

Tanner Z Ryan K

Tanner Z

Ryan K

C R

Tanner Z Michael M

Darin D

APPENDIX

Appendix D

OPERATIONS AND MAINTENANCE

OPERATIONS AND MAINTENANCE System Operation Rock Trap A rock trap will be used to prevent gravel, rocks, and heavy ball bearings from industrial sites that routinely enter the City of Lloydminster’s sewer system from entering the new mechanical WWTF where they could damage equipment. The rock trap is a concrete installation has a trapezoidal cutout at the bottom to collect heavy objects as they settle. Without any moving parts, the rock trap does not require any operator oversite aside from routine maintenance checks to clear captured debris.

Course Screens The two 6-mm course screens currently in operation onsite will be reused in the New Mechanical WWTF. These climber bar screens are specifically designed to quickly and efficiently remove large solids, rags, and debris from the raw wastewater as they enter the headworks. The heavy duty screens use a gear-driven cleaning rake to carry screenings from the submerged bar rack to a discharge chute for removal without the use of chains, sprockets, cables or any underwater moving parts. In the case of large obstructions, the rake simply disengages from the bar rack to clear the object until it can be removed on a subsequent pass. An object too large for the rake to clear will activate an alarm to reverse the unit, facilitating access for manual removal. Operation of these screens is fully automated and controlled by the head drop measured across two in-channel level sensors before and after the screen. While the screens are primarily self-cleaning, operator intervention in the form of a hot water wash is required in the event that a heavy slug of FOG coats the bar rack. Other routine operations tasks include manually removing large obstructions that have tripped the alarm, and disposing of solids that have been discharged from the screen’s chute. If a screen needs to be taken offline for maintenance, it can be pivoted on it’s center axis to lift the submerged section of the bar rack out of the channel to provide better operator access. Each screen is capable of handling 51,500 m3/d of flow allowing for one to be offline for maintenance during ADF conditions. The second screen is used to assist during peak flow conditions.

100

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

Primary Clarifier Two rectangular primary clarifiers will be used to remove both grit and solids, as well as oil and grease. The chain and scraper sludge collection system provides maximum sludge concentrations and floating solids removal. The system is comprised of light-weight components, which makes installation easy and simplifies maintenance. Flights mounted on two parallel strands of non-metallic chain scrape the settled solids along the tank floor to sludge hoppers. On the return run the flights skim the surface and concentrate the floating material into a scum removal device. Each clarifier is sized to treat 51,500 m3/d of flow allowing for one to be offline for maintenance during ADF conditions. Hydraulically the clarifiers can accommodate flows up to 134,000 m3/d.

Solids Management The sludge stream from each primary clarifier is pulverized by a grinder pump and then transported using a positive displacement pumps to existing lagoon cell 1 for further anaerobic biodegradation. Operator involvement is required only for maintenance of the automated pumping equipment outlined in Section 3.2.

Wet Weather Ponds In the event of high flowrates during wet weather conditions that exceed the peak flow capabilities of the secondary treatment stages an overflow in the outlet channel of the primary clarifier is in place to provide temporarily storage of the wastewater. The condition of the cells will need to be routinely monitored by the operations staff at the plant. This includes checking the water level as well as the amount of solids within the cells. If operators begin to notice a buildup of solids, they will need to flush the cells. To drain the cells, or return flow to the inlet of primary clarifiers during periods of low flow, operators will need to manually run three diesel powered centrifugal pumps. Maintenance of all pumping equipment is outlined in Section 3.2.

Fine Screens Two band screens with 2mm punched-hole openings will be used to remove any remaining non-biodegradable solids, such as hair, lint, grit and plastics that may foul or damage the membranes. There is no possibility of bypass as removing these small particles is absolutely necessary to maintain both membrane warranty, and optimal MBR operation. Each screen has been sized to handle the full peak flow of the plant providing 100% redundancy in the case of a mechanical failure.

As a result, only one duty screen is required to operate during ADF conditions. The band screens are located in individual channels following the effluent channel of the primary clarifiers. The screens are positioned parallel to the flow such that wastewater enters through the center of the screen and flows through the perforated screening panels towards the outside of the channel where it exits into the equalization tank. Operation of these screens is fully automated and controlled by the head drop measured across two in-channel level sensors before and after the screen. The screens are primarily cleaned by a dual wash spraying system that helps unload screened material and grease on the band before it re-enters the channel. Solids removed by the screen are dropped into a compactor system where they will be compressed for later disposal at a landfill.

Flow Equalization Tanks & Pumps There are two equalization tanks each containing two submersible equalization pumps. The tanks, each containing 294 m3 of equalization volume, are connected by a sluice gate which makes it possible to use of both tanks and all four equalization pumps even when one of the fine screens is offline. The level in the equalization tanks is monitored by a level sensor and controlled by the use of equalization pumps. Equalization pumps are required to transport wastewater from the equalization tank to the inlet of the biological reactors which are at a higher hydraulic gradient. During ADF conditions a single pump will handle the flow. As the flowrate increases, additional pumps are automatically activated by the PLC in a lead/lag arrangement according to the level in the equalization tank. At the PHF condition three equalization pumps would be in operation with the fourth pump as a standby in case of a mechanical failure.

Biological Reactor The pumped flow of de-gritted, 2-mm-screened wastewater from the equalization tank will flow into a bioreactor distribution channel, where it will be mixed with the sludge recirculated by the RAS pumps from the membrane trains. The resulting mixed liquor will be evenly split between three bioreactor trains using influent weir gates. A bioreactor train consists of an anoxic zone followed by an aerobic zone. In the anoxic zone, heterotrophic bacteria in the absence of oxygen reduce nitrate in the mixed liquor to nitrogen gas. A fixed submersible

mixer is used to prevent solids from settling and becoming septic. A fixed overflow weir is used to transport mixed liquor between the anoxic and aerobic zones. This ensures that the denitrification process in the anoxic zone is not affected by oxygen or the back-flow of specialty bacteria from the aerobic zone which could negatively affect performance. Mixed liquor then flows by gravity (via a cascade) into the aerobic zone where nitrification and BOD removal is achieved through the addition of oxygen. In the aerobic zone, solids are kept in suspension by aeration provided by the fine-bubble diffusers which are supplied with a full-floor coverage. Operation of the mixing and aeration equipment in the respective zones is automated by the plant PLC, leaving only visual system checks and routine maintenance to be performed by an operator. From the aerobic zone of each bioreactor train, mixed liquor then flows through a submerged sluice gate and into a common bioreactor effluent channel. From the bioreactor effluent channel, mixed liquor can then directly enter each of the six membrane tanks after passing through the actuated sluice gate. The bioreactor effluent channel provides hydraulic connectivity between all aerobic tanks and all membrane tanks resulting in the following advantages: • All membrane and aeration tanks will be at the same level, so diffusers in all tanks will get equal share of the air flow helping to avoid preferential air flow paths; • As the speed of the permeate pumps are influence by the level in the membrane tank that level varies, it is beneficial if the tanks are hydraulically linked, so that the level changes slowly. This makes control particularly easy as aerobic and membrane tanks can be modelled as “one large tank”, i.e. the level there will go up and down simultaneously, within a fixed control band (usually 8”).

Sludge Wasting Waste activated sludge (WAS) wasting is accomplished by periodically diverting mixed liquor from the aerobic zone of the bioreactor into the sludge storage lagoon. The frequency of wasting is a function of influent characteristics, reactor design and operator preference. In certain operating circumstances, bioreactors can be designed to accommodate client preferences with regards to wasting frequencies; however, the preferred fashion of wasting would be a continuous 24-hour bleeding at fixed flow rate. While the wasting process is fully automated, operators

should check to ensure that rates are managed to maintain the desired system MLSS. Sludge wasting occurs at the end of each aeration zone where there is a foam box complete with a modulating weir-gate. The gates are sized such that any foam and scum generated in the aerobic zone will be pushed into the box. The weir-gate will be controlled such that in addition to foam and scum, the desired amount of WAS will be allowed into the box. A positive displacement pump (1 duty and 1 standby) will transport collected foam, scum, and WAS from the foam boxes in each train to the sludge management pond. These pumps will be fully automated and controlled by the water level in the foam boxes.

RAS Pumps Mixed liquor flows by gravity from the bioreactor to the membrane tank at a rate of 5 × ADF. Recirculation or return activated sludge (RAS) pumps are used to transfer mixed liquor from the membrane tanks to the bioreactor at a rate of 4 × ADF. Return activated sludge is pumped from each of the membrane tanks and returned to the distribution channel at the front of the biological reactor tanks. One pump per membrane tank connected to a common RAS header is used to achieve this return.

Membrane Filtration The membrane filtration system for the City of Lloydminster is designed with the ZeeWeed 500D membrane, a reinforced hollow fiber membrane specifically designed for high solids applications experienced in wastewater treatment. Individual fibers are arranged into modules which are inserted into cassettes to reduce the number of valves and connection points. The cassettes, which are installed with a LEAP aeration diffuser to scour membrane modules, form the basic building block of a membrane train. A membrane train refers to several cassettes connected together by a common permeate and air header, that have been isolated into a membrane tank. The membrane system configuration for the City of Lloydminster consists of six (6) membrane trains with 5 fully populated cassettes per train, and 1 cassette spare space per train. The membrane cassettes of a train are directly immersed in the mixed liquor. Using the permeate pump, a vacuum is applied to a header pipe connected to the membranes. The vacuum draws the treated water through the hollow fiber membranes. Permeate is then directed downstream towards

the backpulse/permeate storage tank for water reuse onsite and then discharged into the North Saskatchewan River. Air, in the form of large bubbles, is introduced below the bottom of the membrane modules, producing turbulence that scours the outer surface of the hollow fibers to keep them clean. For ease of operation, the entire membrane filtration system is automated, and every train is controlled by a local PLC that can be easily linked to the plant SCADA. Fully-automated chemical cleaning procedures are used to allow cleans to be performed in-situ with no manual operations required. Backpulse capability is included such that chemical cleaning solution can be introduced to each fiber, to ensure effective chemical cleans. Additionally, each membrane train includes a dedicated permeate/backpulse pump and turbidity meter. By segregating the system into easy to understand identical units, the overall system configuration simplifies operations and maintenance activities of the plant staff. The sequencing of each train through the various modes of operation is described below:

UF Train Modes Modes define how the transitions occur for a Train from one operating state to another. The system is fully automated (with the exception of a manual recovery clean) and will switch between modes as needed without operator intervention. If needed, modes can be manually selected by the operator, using pushbuttons on the HMI.

Priming System Control Each train is provided with an ejector, which uses compressed air to operate and primes the filtrate piping. The train’s ejector compressed air valve opens which also opens the filtrate header isolation valve. During this time, air in the filtrate header is pulled up and out through the ejector, which also pulls water into the membranes and filtrate pump suction. Any water that is drawn into the ejector drains out by gravity.

Standby and the Production Cycle The UF trains switch between Standby and the Production Cycle based on Start & Stop Train Triggers and train rotation triggers. The Start trigger is based on the plant permeate flow demand.

Permeation During permeation or normal operation, the membrane system functions as presented in the following table and diagram. Filtration,

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

101

or permeation, consists of drawing clean water from the mixed liquor through the membrane fibers via the filtrate pump and discharging into the common header. Water is produced from each train for a cycle time (10-15 min) followed by relaxation (30-60 sec), during which time permeation is stopped but air scouring of the fibers continues. During normal operation, the membrane filtration system is operated with a repeated filtration cycle, which consists of a production period (permeation) followed by a relaxation or backpulse period. ZeeWeed membrane filtration systems have the unique capability to operate in either relaxation or backpulse mode. Under normal conditions the system is operated in relaxation mode. During start-up or under conditions of poor sludge filterability, the system can be operated in backpulse mode if required. Function

Status

Permeation



Aeration



Sludge Recirculation



Sludge Wasting



Permeate Addition

Chemical Addition

Tank Drain

Relaxation

Backpulse

Membrane relaxation is a default mode used in all MBRs as much as possible in lieu of backpulsing. While operating in relaxation mode, permeation for each train is stopped, one train at a time, for a short period (30-60 sec) every 12 minutes to allow air scouring of the membrane without permeation. No chemical or permeate is used during relaxation period. This is the normal operating mode of ZeeWeed MBR systems. Relaxation mode is fully automated when selected by operator.

Under certain membrane fouling and/or poor sludge filterability conditions, the ability to backpulse is essential to maintain a clean membrane. This feature allows for reliable system performance during unexpected influent or process operating scenarios. Applying the backpulse cleaning is one of the simplest methods to ensure that immersed membranes retain optimum permeability throughout all operating conditions.

The relaxation sequence is summarized in the table and depicted in the figure below. Function

Status

Permeation

Aeration



Sludge Recirculation



Sludge Wasting



Permeate Addition

Chemical Addition

Tank Drain

Backpulsing involves reversing the flow through the membranes to dislodge any particles that may have adhered to the membrane surface. Permeate is used for backpulsing and is taken from the common permeate collector. Backpulsing utilizes no cleaning chemicals. Backpulsing is fully automated, even when selected by operator. An optimized backpulse schedule will ensure that the plant benefits from: • High membrane permeability; • Ability to handle difficult to filter sludge; • Efficient plant operation with minimal downtime; • Minimized power costs; • Lower consumption of cleaning chemicals during MCs and RCs; • Potentially lower cleaning frequencies. The backpulse sequence is summarized in the table and depicted in the figure below. Function

102

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

Status

Permeation

Aeration



Sludge Recirculation



Sludge Wasting



Permeate Addition



Chemical Addition

Tank Drain

Standby During periods where filtration is not required from all trains in order to meet capacity requirements, some or all trains remain idle in standby. During this time the standby trains aerate and recirculate for 2 min every 30 min to keep the tank contents mixed and minimize energy consumption.

Membrane Air Scour LEAP aeration technology reduces the membrane air scour energy by 30% for SUEZ’s ZeeWeed-MBR system and significantly simplifies the membrane aeration system design and operation, resulting in system cost savings and less maintenance. The LEAP aeration technology works by introducing air into chambers below the membrane module. When sufficient air volume has built up to overcome the static head above it, the air releases through a coarsebubble diffuser that generates large wavy-skirt mushroom-cap bubbles. These large bubbles have a high rising velocity and create wakes that are more effective at removing solids accumulating on the membrane surface than the smaller bubbles produced by cyclic/sequential aeration utilized in previous non-LEAP designs.

Types Of Membrane Cleaning

Maintenance Cleans (MCs)

Effective and regular cleaning is critical for smooth operation of a membrane filtration system. There are several properties of a membrane that are required in order for it to be cleaned regularly and easily, including: • Ability to backpulse at a flow rate and pressure that allows even distribution of cleaning chemicals to all membrane being cleaned; • Ability to clean automatically an entire membrane train at a time; • Ability to function properly immediately after cleaning without the time delay required to “ripen” or to form a filtering “gel” layer on the membrane surface, as is needed for microfilters and flat sheet membrane to minimize deep pore fouling.

The goal of pre-scheduled regular maintenance cleaning is to maintain sustainable operating TMP and therefore increase the interval between recovery cleanings (see below).

SUEZ membranes can be cleaned with or without cleaning chemicals. Cleaning without chemicals includes the following methods: • Relaxation • Backpulse Cleaning with chemicals includes the following methods: • Maintenance Clean (MC) • Recovery Clean (RC) (sometimes is referred to as Clean-in-Place [CIP] All of these membrane properties and cleaning methods are standard for ZeeWeed UF hollow fiber membrane systems. SUEZ MBR can utilize a variety of routine or “as-required” membrane cleaning tactics; they are summarized below along with Permeation, the filtration portion of a production cycle. Activity

Operation

Duration

Frequency

Permeation

Automatic

11-11.5 minutes

Every 12 minutes

Relaxation

Automatic

30-60 seconds

Every 12 minutes

Backpulse

Automatic

30-45 seconds

As required

Maintenance clean

Automatic

45 minutes

0-2 times per week

Recovery clean

Automatic, manually initiated

6-16 hours

Twice per year per chemical

The MC procedure is fully automated and is scheduled to occur during off-peak hours of the day. Maintenance cleans are performed on one membrane train at a time while remaining trains continue to treat plant flows. The ZeeWeed membrane filtration systems typically include MCs using sodium hypochlorite (NaOCl) to target organic foulants and citric acid for the removal of inorganic foulants. Typically, the acid MC follows the sodium hypochlorite MC (back-to-back sequence) for best cleaning efficiency. The cleaning chemical concentrations typically used for MCs are: • 200 mg/L for sodium hypochlorite (NaOCl); • 2,000 mg/L for citric acid The MC cleaning procedure incorporates the following features: • Fully automated, once the frequency is set by the operator; • Performed without draining the membrane tank; • Requires low chemical concentration. The MC consists of a series of short backpulses with a cleaning chemical solution, followed by a backpulse with only permeate to flush the headers and membranes. During maintenance clean on a train, the MBR functions operate as follows: • Biological portion of the MBR remains in normal operation; • Mixed liquor recirculation for the membrane train being cleaned is OFF; • Membrane aeration for the membrane train being cleaned is primarily OFF; • Permeation for the membrane train being cleaned is OFF; • The membrane train being cleaned is backpulsed intermittently; MCs are performed without removing the membrane cassettes from the membrane tank. Introduced chemical solution is eventually consumed by mixed liquor present in the membrane tank. The frequency and duration of this procedure can be optimized in response to operating conditions and sludge characteristics.

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

103

The MC sequence is summarized in the table and depicted in the figure below. Function

Status

Permeation

Aeration

Sludge Recirculation

Sludge Wasting

Permeate Addition



Chemical Addition



Tank Drain

• •

Requires moderate chemical concentration; Includes sludge neutralization, i.e. does not require chemical neutralization.

The RCs, unlike MCs, are not required (although preferred) to be conducted in a back-to-back format, resulting in flexibility to the operator for timing the recovery cleans. The cleaning solution is backpulsed through the membrane into the empty membrane tank at 20 gfd through a series of backpulses and relaxes. After the initiation of the clean, the remainder of the RC procedure is automated. The RCs are performed in-situ, without removing the membrane cassettes from the membrane tank. Following the clean, the chemical solution is neutralized by feeding mixed liquor into the membrane tank.

Permeate Pumps One reversible process pump per train is used to draw water through the membranes. Each process pump is designed to handle up to 102 L/s which with all 6 trains running is enough to accommodate the PHF rate. A remote I/O panel will support each pump. This panel distributes control wiring to the pump, VFD, and instrumentation including magnetic flowmeter required to operate the pump system. A traindedicated turbidity meter allows for permeate turbidity monitoring of each train helping to identify when an individual train will require a clean.

Recovery Cleans (RCs) A recovery clean is required to restore the permeability of the membrane once the membrane becomes fouled. This is only done on one train at a time, so that remaining trains can still treat plant flows. An RC should be initiated when permeability declines to less than 50% of initial stable permeability. The RC procedure consists of a chemical backpulse sequence, followed by a chemical soak period. The cleaning chemical concentrations typically used to soak the membranes are: • 1,000 mg/L for sodium hypochlorite (NaOCl); • 2,000 mg/L for citric acid. Key features of the RC procedure for ZeeWeed MBR are: • Fully automated once initiated by the operator; • Cleans all membrane cassettes in a membrane tank at the same time;

104

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

the effluent tank. When the flow is equivalent to the maximum capacity of the membranes, two effluent pumps would be in operation with the third pump as a standby in case of a mechanical failure.

Maintenance Tasks The following table outlines the recommended inspection and maintenance tasks that are to be performed regularly in order to maintain optimal equipment and system performance and ensure longevity of the City of Lloydminster’s New Mechanical WWTF.

D W M

Q S A Task Analytical Testing

X X

Influent raw wastewater and mixed liquor parameter testing General Operations

Review the results of analytical tests and make process adjustments accordingly. All Motors X

ZeeWeed Elements X

Maintenance Clean with Sodium Hypochlorite. Note: Fully automatic, no operator intervention required.

Backpulse/Effluent Storage Tank & Effluent Pumps Permeate is pumped to a backpulse/effluent tank containing two duty and one standby vertical turbine pumps. The tank, which contains 420 m3 of storage volume, is used to store water for plant reuse/servicing and membrane backpulsing. A minimum operating level of 1.5m must be kept to ensure a sufficient reserve volume for membrane backpulsing and plant reuse/service. The extra storage capacity beyond that volume is designed to reduce the flow variations seen by the effluent pumps allowing them to operate at a relative constant speed. The level in the tank is monitored by a level sensor and controlled by the use of the aforementioned vertical turbine (effluent) pumps which transport effluent directly to the North Saskatchewan River, or an alternate discharge location. During ADF conditions a single pump will handle the flow. As the flowrate increases, additional pumps are automatically activated by the PLC in a lead/lag arrangement according to the level in

Where possible, remove fan cover and clean off dust from fan and airway. Use low-pressure compressed air and/or dry cloth.

1 Recovery Clean with Sodium Hypochlorite. Transfer Chemical.Note: Fully automatic, no operator intervention required.

1 Recovery Clean with Citric Acid. Note: Fully automatic, no operator intervention required.

Lift and inspect cassette Primary Clarifier

Check the drive chain for excessive slack and adjust if necessary.

Check/adjust chain tightener, setscrew, lube hub. X

Check chain sidebars and barrels for wear.

D W M

Q S A Task X

Inspect the motor / gearbox for loose fasteners, ensure alignment of all couplings, check lubricant quality and level. Drain, flush, and refill as necessary. X Drain the primary clarifier tank for a visual inspection. Lubricate wall bearings and check fasteners for looseness X Check the chain collector including chain tension and ensuring pins are fully inserted into the links.

D W M

Q S A Task

Inspect the sediment filter for damage and blockages. Clean or replace as needed.

Grease the flange bearing and cartridge shaft seal. Adjust cartridge shaft as needed.

Clean machine exterior. Apply stainless steel preservative.

Replace gear reducer (standard oil) after initial break-in. X Clean autogrease dispenser inside and out. Replace old grease.

X Check the flights / wear shoes for abnormal wear/damage. Fully check the wear strips if flat against the floor

X Inspect flange bearing and cartridge shaft seal for wear or damage. Replace as needed. Note: Bearings and seals should not require replacement within 10 years as long as they are properly maintained per O&M.

X Check collector sprockets for abnormal wear/ damage. Fully check the band clamps for proper torque and the position on shaft and timing

X Inspect sediment filter for wear or damage. Clean or replace as needed.

X Check the drive sprocket for tooth wear as well as loose bolts and setscrews

X Inspect spray nozzles for wear, damage, or blockages. Clean/replace as needed. Note: replace approximately every 3 years (brass) or every 6-8 years (stainless steel).

X Check bearing sleeves for abnormal wear/ damage. X X

Check drive unit oil level and quality; drain, flush & fill if required. Grease drive bearing nut. Hose down scum pipe, check all bolted connections. Remove any debris or obstructions and check for leaks

Drain and replace gear reducer oil X Preform oil analysis on gear reducer oil. Note: gear should not require replacement within 10 years as long as it is properly maintained per O&M.

Screens X

Inspect screen grid area and drive shaft sprockets for any build-up of debris. Clean as required.

Check water pressure and adjust as required.

Inspect sediment filter and spray nozzles for blockages. Clean as required.

Inspect the wash water accessories for leaks, damage, and function. Replace as required. X

Inspect the grid screen area for damage. Replace as needed.

X Inspect gear reducer breather for wear or damage. Clean/replace as needed. X

Clean and measure full load amp draw of the electric motor.

Inspect motor bearings and grease or replace as needed.

D W M

Q S A Task X

Inspect guide links, pivot shaft (axels), hook & straight links, mesh or perforated panels, wear tracks, and gaskets for wear or damage. Replace as needed. Note: These items do not require replacement unless damaged. The wear tracks should not require replacement within 10 years unless in a heavy grit environment. Washing Compactor

Check to ensure solids are cleared from the trough and wash module drainage areas. Clean as needed

Inspect flight coil brush for any build-up. Clean as needed. Note: Replace approximately every 3 years.

Check water pressure and adjust as required.

Inspect the sediment filter, spray nozzles, wash module orifice disks, and wash module rinse diverter for blockages. Clean as needed. X

Clean the compactor assembly exterior. Apply stainless steel preservative.

Replace gear reducer (standard oil) after initial break-in. X

Drain and replace gear reducer oil.

Inspect all gaskets for wear or leakage. Replace as needed. X

Clean and measure full load amp draw of the electric motor.

Inspect motor bearings and grease or replace as needed. X Inspect trough catch pan drainage area and solids build-up. Clean as needed. X Inspect spray nozzles for wear, damage, or blockages. Clean/replace as needed. Note: replace approximately every 3 years (brass) or every 6-8 years (stainless steel). X Inspect gear reducer breather for wear or damage. Clean/replace as needed.

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

105

D W M

Q S A Task

D W M

Blowers X

Monitor temperature, discharge pressure, and vibration of blower. Check for unusual noise, vibration, and bearing temperature.

Intake filter check and replace as necessary

Check cooling fluid level and replenish as necessary. X

Check blower capacity, pressure, and power. Pumps

Check level and condition of oil through sight glass on bearing frame.

Monitor seal integrity. Visually inspect pump and piping for leaks. X

Check diaphragm seal for failure. Replace as necessary.

X Recalibrate annually. Automatic Valves Drain, clean, and service airline filters.

Oil should be changed at least every 6 months or more often if there are any adverse atmospheric conditions or conditions which might contaminate or break down the oil. If it is cloudy or contaminated, as seen by inspection through the sight glass, it should be replaced.

Inspect mechanical activators, like cams and rollers, for signs of wear and replace as necessary.

Check pump capacity, pressure, and power.

X Check valve functionality. Ensure proper valve movement and sealing, replace as necessary Hand Valves

Level Switch LS

Exercise valves, open and close.

Air Compressor

Vendor data indicates no maintenance required. There will be a callout when failing.

Check tank drain, legs and moisture traps.

Flow Indicating Transmitter

Overall visual inspection.

Check for unusual noise or vibration.

Manually operate the pressure relief valve.

Clean the cooling surfaces of the intercooler and the compressor.

Check for air leaks.

Clean or replace the air filter.

Check the belt tension.

Vendor data indicates no maintenance required. There will be a callout when failing. Pressure Indicators X Recalibrate annually.

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

X Inspect the compressor valve assemblies, piston rings, all bearings, gaskets, floating pin bushing and buttons. Replace as required (every 10,000 operating hours or 36 months whichever comes first). note 1: D (daily); W (weekly); M (monthly); Q (quarterly); S (semi-annually); A (annually).

Detailed information regarding the inspection and maintenance of specific components (example: pumps, instrumentation) will be captured in the O&M manual and will include instructions provided by the componentâ&#x20AC;&#x2122;s manufacturers for the equipment supplied.

Recommended spare parts The following table is a supply of critical and recommended spare parts and special tools. Line No.

Description

System QTY

Warehouse Location

Spares C R M QTY

Climber bar Screens & Compactor (x2)

X Check valve functionality. Ensure proper valve movement and sealing, replace as necessary

X Recalibrate annually.

Flow Switches

X Inspect the integral moisture separator clean as required and replace components as specified in Vendor Data manual (every 5,000 operating hours or yearly whichever comes first).

Pressure Indicating Transmitter

Clean the exterior of the meter.

X Inspect motor and starter contacts (every 5,000 operating hours or yearly whichever comes first).

Vendor data indicates no maintenance required. There will be a callout when failing.

Temperature Indicating Transmitter

106

Broken windows should be replaced in order to keep dirt out of internal mechanisms.

Q S A Task X Inspect the pressure switch diaphragm and contacts (every 5,000 operating hours or yearly whichever comes first).

Pressure Switch

Check seal chamber/stuffing box for leakage. X

D W M

Check for unattached or bent pointers, leakage of gauge fill, cracks or dents to case, any signs of service media leakage through the gauge or its connections, and any discoloration of the gauge that impedes readability. Fix or replace as required.

Monitor temperature, discharge pressure, and vibration of pump. Check for unusual noise, vibration, and bearing temperature.

Q S A Task X

Solenoid Valve

JWC - Santa Ana, CA

Brush and Set Screw Assembly

JWC - Santa Ana, CA

Evoqua Waukesha, WI

Primary Clarifiers (x2) 1

Shear Pins (recâ&#x20AC;&#x2122;d 6 spare per drive)

Line No.

Description

System QTY

Warehouse Location

Spares C R M QTY

Collector Chain w/ Flight Attachment (3m strand)

Evoqua 4 Thomasville, GA

Drive Chain (4.5m strand)

Evoqua 1 Thomasville, GA

Wear Shoes

220

Evoqua 25 Thomasville, GA

X X

Band screens & Compactor (x2) 1

Hook links and element spacers

Hydrodyne Included

Grid axles

Hydrodyne Included

Guide links

Hydrodyne Included

Center support link

Hydrodyne Included

Screen panels

Hydrodyne Included

Brush for compactor

Hydrodyne Included

1.5” NEMA 4X brass body solenoid valves

Hydrodyne Included

2” bronze wash water strainer

Hydrodyne Included

Wash water pressure gauges

Hydrodyne Included

Motor for Screen (TEFC)

JWC - Santa Ana, CA

Motor for MWP (TEFC)

JWC - Santa Ana, CA

Line No.

Description

System QTY

Warehouse Location

Spares C R M QTY

Upstream Side Seal

JWC – Virginia

Downstream Side Seal

JWC – Virginia

Flat Seal

JWC – Virginia

Fill Plate Left Hand

JWC – Virginia

Fill Plate Right Hand

JWC – Virginia

2 strands of chain for repairs

JWC – Virginia

8 master links for chain repairs

JWC – Virginia

Perf panel frame w/o UHMW

JWC – Virginia

Complete replacement panel

JWC – Virginia

MWP Brush Kit

JWC - Santa Ana, CA

Repair kit (bearings, mechanical seals, O-rings)

Sulzer - Ireland

Sulzer - Easley, SC

Shaft seal service kit

Bearing unit service kit

Sulzer - Easley, SC

Warehouse Location JWC - Santa Ana, CA

EL 1550 Spare Parts Kit

Impeller service kit

System QTY

Spares C R M QTY 1

PD Permeate/ Backpulse Pump (x6)

Monster Renew Cartridge (Note: you would only order after 5 years or when required)

Centrifugal RAS Pumps (x6)

Description

Sludge Grinder (x2)

Mixers (x3) 1

Line No.

Cover Protection Plate, EL 1.8714

Boerger Chanhassen, MN

Casing Protection Plate, EL 1.7225

Boerger Chanhassen, MN

Mechanical Seal, EL, SiC/NBR

Boerger Chanhassen, MN

O-ring, 427 x 9, NBR

Boerger Chanhassen, MN

O-ring, 104 x 4, NBR

Boerger Chanhassen, MN

O-ring, 140 x 4, NBR

Boerger Chanhassen, MN

Lobe Tip, EL 1550, NBR, screw profile, ccw

Boerger Chanhassen, MN

Lobe Tip, EL 1550, NBR, screw profile, cw

Boerger Chanhassen, MN

Mounting Set for lobe tip

Boerger Chanhassen, MN

Multitool, EL, 12 grooves

Boerger Chanhassen, MN

Lobe Tip Puller, CL/ FL/EL

Boerger Chanhassen, MN

Rotor Puller, EL

Boerger Chanhassen, MN

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

107

Line Description No. 13 Hexagon Socket Head Cap Screw, M20 x 50 14 Countersunk Screw, M10 x 20

System QTY

Warehouse Location

Spares C R M QTY

Boerger Chanhassen, MN

Positive Displacement WAS Pump (x2) PL 300 Spare Parts Kit

Boerger Chanhassen, MN

Cover Protection Plate, PL 1.8714

Boerger Chanhassen, MN

Casing Protection Plate, PL 1.7225

Boerger Chanhassen, MN

Radial Casing Liner, PL 300 1.87.14

Boerger Chanhassen, MN

Mechanical Seal, AN/PL, Duronit/ NBR

Boerger Chanhassen, MN

O-ring, 250 x 7, NBR

Boerger Chanhassen, MN

O-ring, 54 x 4, NBR

Boerger Chanhassen, MN

O-ring, 80 x 3, NBR

Boerger Chanhassen, MN

Rotor PL 300, 3-lobe screw L, NBR

Boerger Chanhassen, MN

Rotor PL 300, 3-lobe screw R, NBR

Boerger Chanhassen, MN

Multitool, PL, 12 grooves

Boerger Chanhassen, MN

Rotor Puller, PL/ CL/BL

Boerger Chanhassen, MN

Sealing Washer, A10 x 16 x 1, Cu

Boerger Chanhassen, MN

Hexagon Socket Head Cap Screw, M16 x 40

Boerger Chanhassen, MN

1 2

108

X X X X

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

Line Description No. 14 Countersunk Screw, M8 x 16

System QTY

Warehouse Location Boerger Chanhassen, MN

Spares C R M QTY 2

Positive Displacement Sludge Pump (x3) Boerger Chanhassen, MN

Cover Protection Plate, AN 1.8714

Boerger Chanhassen, MN

Casing Protection Plate, AN 1.7225

Boerger Chanhassen, MN

Radial Casing Liner, PL 300 1.87.14

Boerger Chanhassen, MN

Mechanical Seal, AN/PL, Duronit/ NBR

Boerger Chanhassen, MN

O-ring, 80 x 3, NBR

Boerger Chanhassen, MN

O-ring, 18 x 3, NBR

Boerger Chanhassen, MN

O-ring, 180 x 3, NBR

Boerger Chanhassen, MN

O-ring, 195 x 3, NBR

Boerger Chanhassen, MN

O-ring, 180 x 3, NBR

Boerger Chanhassen, MN

Dius Rotor AN 40, ccw, NBR

Boerger Chanhassen, MN

Dius Rotor AN 40, cw, NBR

Boerger Chanhassen, MN

Cover Disc 12.5 x 19.5 x 3.5, Hardened Steel

Boerger Chanhassen, MN

Hexagon Socket Head Cap Screw, M16 x 40

Boerger Chanhassen, MN

BP Energol GR XP 220 lubrigant for gear units

System QTY

Warehouse Location

Spares C R M QTY

Boerger Chanhassen, MN

Compressor (x2)

AN 40 Spare Parts Kit

Line Description No. 2 Aral Vitam GF 68 zinc free hydraulic oil

Boerger Chanhassen, MN

Shaft seals kit

Gardener Denver -Sedalia, MI

Inlet filters

Gardener Denver -Sedalia, MI

Particulate filters

Gardener Denver -Sedalia, MI

Oil filter

Gardener Denver -Sedalia, MI

Drive belts

Gardener Denver -Sedalia, MI

Coalescing filters

Gardener Denver -Sedalia, MI

Air Blowers (x7 membrane & x3 process) 1

Inlet air filter element (membrane blower size)

Aerzen Vaudruil-Dorion, QB

Inlet air filter element (process blower size)

Aerzen Vaudruil-Dorion, QB

V-belt (membrane blower size)

Aerzen Vaudruil-Dorion, QB

V-belt (process blower size)

Aerzen Vaudruil-Dorion, QB

Fine Bubble Diffuser System (EDI) X

FlexAir MP4 duplex membrane diffuser

300

EDI - Columbia, MO

10%

Clamps (for membrane diffuser)

300

EDI - Columbia, MO

10%

Line No.

Description

System QTY

Warehouse Location

Spares C R M QTY

Membrane Filtration (Suez) 1

Module Removal Tool

Suez WTS Oakville, ON

Fiber Repair Kit

Suez WTS Oakville, ON

ZW 500 Service Parts

Suez WTS Oakville, ON

Blank Header Sets

Suez WTS Oakville, ON

Blank Aerator

Suez WTS Oakville, ON

ZW500D Safety Hoist Ring #46018

Suez WTS Oakville, ON

Saddle plug for blank LEAPmbr aerator slot

Suez WTS Oakville, ON

Instruments 1

Tu5300sc Laser Turbidimeter maintenance kit

Hach – Loveland, CO

Desiccant cartridge (dependent on humidity)

Calibration Vials (yearly)

Hach – Loveland, CO

Line Description No. 2 PLC output modules – 1 of each type 3 Power Supplies DC – 1 of each type 4 Power Supplies PLC – 1 of each type 5 Communication modules – 1 of each type 6 Fuse packs – 1 for each size 7 Breaker packs – 1 for each size 8 Network cable 9 CPU 10 HMI 11 Ethernet Switch 12 Surge suppressor 14 Surge protector 15 VFD (1 for each size) 16 Starter (1 for each size)

System QTY

Warehouse Location

Spares C R M QTY X X X X X X X X X X X X X X

note 1: Critical Spares – An inventory should be kept on-site, Recommended Spares – Can be purchased when required and shipped to site, Maintenance Spares - Spare parts/kits/ lubricants required for maintenance

Valving 1

Critical valve spares Electrical Components

PLC input modules – 1 of each type

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

109

110

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

APPENDIX

SUPPORTING DRAWINGS - LIST OF DRAWINGS

Appendix E

Scope of Work Civil

Name of Drawing

Building Mechanical

Building Mechanical Main Floor Plan - HVAC

Overall Site Plan

Building Mechanical Screening Building and Partial Roof Plan

Waterline Plan Drawing

Buildings and Structural

Building Mechanical Main Floor Plan - Heating Building Mechanical Fire Protection Plan 1

Construction Assemblies

Building Mechanical Fire Protection Plan 2

Building Areas

Building Mechanical Flow Schematics 1

Architectural Main Floor Plan

Building Mechanical Flow Schematics 2

Architectural Roof Plan

Building Mechanical Schematics

Architectural Screens Building

Building Mechanical Details

Architectural Elevations

Building Mechanical Schedules 1

Architectural Building Sections

Building Mechanical Schedules 2

Structural Title Sheet Structural Main Floor Plan Structural Roof Plan

Electrical

Bioreactor and Membrane Tank Sections and Details Primary Clarifier Tank Plan and Sections

Process

Process Flow Diagram P&ID

112

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

Single Line Diagram Electrical Equipment Layout

Structural Building Sections Bioreactor and Membrane Tank Plan

Building Mechanical Site Plan

Instrumentation & Controls

Control Network Architecture Diagram

SUPPORTING DRAWINGS – CIVIL PIT

Appendix E

WTR

PWR O/H

SAN

TEL

X X

SAN

WET CELL POND

SAN

TEL X X

WTR

300mm HDPE PRIMARY SLUDGE PIPE

PWR O/H

SAN

TEL

SAN

NEW SASKATEL PEDESTAL

TEL

1200mm PVC MEMBRANE OVERFLOW PIPE 1200mm SAN. CROSS CONNECTION

WTR X

MH 5

600mm AIR LINE

SAN

PWR O/H

SAN

WTR

MANHOLE INLETS TO BE PLUGGED TO ALLOW OVERFLOW TO REACH CELL #3

1200mm SAN. INLET

CROSS CONNECTION 1200mm SAN. SAN SAN SAN

SAN

1200mm SAN. INLET

600mm AIR LINE SAN

SAN

TE L

WTR

X XTEL

TEL

TEL X

TEL

TEL X

WTR

TEL X

WTR

NEW TEL

WTR

100mm PVC SCUM RETURN PIPING

WTR

50mm EFFLUENT WATER LINE

WTR

TEL

WTR

PWR O/H

WTR

m 00 12SAN

PWR O/H

PROPOSED UG POWER LINE WTR

WTR

1200mm PVC OVERFLOW PIPE

450mm HDPE WET WEATHER RETURN PIPE

X X

TEL

2 - 600mm AIR LINE

PWR O/H

X X X

WTR

SAN

TEL

100mm PVC WASHWATER PIPE X

PWR O/H

150mm WEEPING TILE PIPING

TEL

PWR O/H

EXISTING HEADWORK HEADWORKS BUILDING BUILDING

GAS

1500mm PVC INLET PIPE

200mm HDPE WAS PIPING

NEW TRANSFORMERS

TEL

ROCK TRAP

PWR O/H

1000mm HDPE RAS PIPE

GAS

600mm HDPE BIOREACTOR INLET PIPE

SAN

PRIMARY CLARIFIER

WET CELL POND

NEW GENERATOR

TEL

PWR O/H

NEW WEEPING TILE PUMP STATION

TEL

PTR

PWR GAS

TEL

SAN

PWR

X X

PWR O/H

SAN

GAS

SAN

TEL

X >

PROCESS BUILDING X

SAN

PWR O/H

AEROBIC / ANOXIC TANKS

GAS

SAN

150mm WEEPING TILE PIPING

TEL

X X

SAN

PWR O/H

GAS

SAN

TEL

SAN

X X

SAN X

650mm PVC SAN PIPE

TEL

SAN

X X

SAN

GAS

SAN

TEL

PWR O/H

GAS

PWR O/H

SAN X

600mm HDPE EFFLUENT FORCEMAIN PIPE

X >

X X

SAN

GAS

TEL

PWR O/H

X X

SAN

MAIN

ARY

982) S

SAN

ANIT

GAS

SAN

SEPTIC RECEIVING STATION MANHOLE

SAN

1200 mm

GAS

TEL

GAS

SAN

TEL X

GAS

TEL

PWR O/H

PROPOSED CHAIN LINK FENCE

CON C (1

NEW TEL

GAS

TEL

PWR O/H

10m

TEL

PROPOSED 300mm WATER LINE

TEL

FIRE HYDRANT

PWR O/H

SAN

DIRT PILE

TEL

GAS

DIRT PILE

PROPOSED COMMUNICATION LINE

GAS

PWR O/H

SAN

SEPTIC RECEIVING STATION VAULT

TEL X

GAS

SAN

900mm CONC (1983) SANITARY MAIN SAN

SAN

GAS

SAN

TEL

SAN

GAS

SAN

PWR O/H X

GAS

SAN

GAS

SAN

900mm CONC (1983) SANITARY MAIN SAN

GAS

SAN

GAS

SAN

GAS

TEL

GAS

PWR O/H

PP X

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\20_Drafting\204_Site_Works\15566-S01-02.dwg Layout: 15566-S01 Last Saved: Jun 11, 2020 - 8:14 AM Plotted: June 11, 2020 5:04:11 PM

STORM COLLECTION POND

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

PRELIMINARY

FOR DISCUSSION ONLY SUBJECT TO REVISION

VALIDATION PHASE PERMIT

ENGINEER

2020

VALIDATION PHASE

LDE

REV

DESCRIPTION

DRN

DES

CHK

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

1:500

20m

Lloydminster New Mechanical WWTF

Overall Site Plan

SITE WORKS OVERALL PLANT SITE

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-S01

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

X of Y

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

113

PWR

X X

PWR O/H

GAS

SAN

TEL

PROCESS BUILDING

SAN

AEROBIC / ANOXIC TANKS

X >

X X

SAN

GAS

PWR O/H

150mm WEEPING TILE PIPING

X X

SAN >

TEL

X X

SA11

SAN

GAS

SAN

TEL

SA1018 X

PWR O/H

PROPOSED COMMUNICATION LINE X

ANIT ARY SA

SA1032

SAN

PWR O/H

SAN

PWR O/H

SAN

PWR O/H

X X

SAN

SA1031

SAN

SA1030

SAN

TEL

BURIED SASKTEL

TEL

> X

TEL

GAS

SAN

TEL

SA978

GAS

900mm CONC (1983) SANITARY MAIN

SAN

TEL

X X

67 STREET TEL

TEL

X X

GAS

SAN

PWR O/H

GAS

SAN

PWR O/H

SEPTIC RECEIVING STATION VAULT

GAS

SAN

PWR O/H

SAN

GAS

SAN

PWR O/H

PROPOSED 300mm WATER LINE 900mm CONC (1983) SANITARY MAIN

GAS

SAN

PWR O/H

DIRT PILE

1200

GAS

PWR O/H

DIRT PILE

DUMPING STATION

SAN

TEL

SAN

PWR O/H

900mm CONC (1983)

SAN

PWR O/H

GAS

SAN

PWR O/H

SA979 X

SA1033

SAN

PWR O/H

GAS

SAN

PWR O/H

SAN

PWR O/H

GAS

900mm CONC (1983)

SAN

PWR O/H

1200mm CONC (1982) SANITARY MAIN

SAN

PWR O/H

SA1034 PWR O/H

GAS

SAN

TEL

GAS

TEL

GAS

PWR O/H

CON C

SAN

TEL

(198

SEPTIC RECEIVING STATION MANHOLE

2) S

GAS

PWR O/H

PROPOSED TELUS

TEL

PROPOSED 300mm WATER LINE

FIRE HYDRANT

MAIN

GAS

STORM COLLECTION POND

600mm PVC SAN PIPE X

500mm HDPE EFFLUENT FORCEMAIN PIPE

S GA

SAN

S GA

GAS

S X

S S

GA X

GAS

EXISTING HUSKY AND CNRL HIGH PRESSURE GAS PIPELINES (SEE FIRST CALL MAP)

S S GXA

GA X

GAS

1050mm CONC (1983) SAN

GAS

SA1037

SAN

GAS

SAN

GAS

PROPOSED 300mm WATER LINE SA1036

SAN

GAS

1050mm CONC (1983)

SA1035

SAN

GAS

SA1034

SAN

GAS

900mm CONC (1983)

SAN

GAS

SAN

GAS

SAN

GAS

SA1038

SAN

GAS

1050mm CONC (1983)

SAN

GAS

SA1039

SAN

GAS

X GAS

PWR O/H

PWR O/HPP

GAS

WTR

TEL

WTR

TEL

WTR

TEL

WTR

TEL

WTR

WTR TEL

WTR

TEL

WTR

TEL

WTR

TEL

WTR

TEL

WTR

TEL

WTR

TEL

WTR

WTR TEL

WTR

TEL

WTR

TEL

WTR

TEL

WTR

TEL

WTR

WTR TEL

WTR

TEL

WTR

TEL

WTR

TEL

WTR

WTR TEL

350mm PVC (1992)

TEL

GA S

xxx

xxx S

GAS

WTR

GAS

WTR

SA1041

GAS

TEL

SAN

X GAS

TEL

GAS

TEL

SAN

WTR

SAN X

GAS

TEL

WTR

SAN

GAS

TEL

WTR

1050mm CONC (1983) TEL

SAN

WTR

SAN

GAS TEL

WTR

SAN

GAS

WTR

TEL

SAN

GAS TEL

WTR

SAN

GAS TEL

WTR

SAN

GAS TEL

WTR

PROPOSED 300mm WATER LINE

1050mm CONC (1983)

SAN

GAS

TEL

WTR

SAN

SA1043

SAN

GAS

TEL

GAS TEL

SAN

GAS TEL

GAS

SAN

GAS TEL

WTR

1050mm CONC (1983)

SAN

TEL

WTR

SAN

GAS

SAN

GAS

TEL

WTR

SAN

TEL

GAS

TEL

WTR

GAS

TEL

SA1040

SAN

GAS

SAN

GAS

1050mm CONC (1983) SAN

SAN

GAS

SAN

GAS

SAN

GAS

SA1039

SAN

WTR TEL

WTR

SA1042

SAN

GAS

TEL

WTR

SAN

GAS

WTR

WTR TEL

TEL

WTR

TEL

WTR

TEL

WTR

TEL

WTR

TEL

WTR

TEL

WTR

WTR TEL

WTR

TEL

WTR

TEL

GAS

TEL

GAS TEL

WTR

SA1044

SAN

GAS

TEL

WTR

1050mm CONC (1983)

GAS

GAS GAS

TEL

GAS

TEL

350mm PVC (1992) RAW WATER SUPPLY LINE - HUSKY

WTR

SA1045 X

GAS

WTR

SAN X

WTR

SAN

WTR

SAN X

WTR

SAN

19 83 )

WTR

1050mm CONC (1985)

SAN

GAS

SAN X

xxx

WTR

GAS

WTR

SAN

PWR O/H

GAS

30 0m m

SA1046

WTR

750mm OVERFLOW WTR

WTR WTR

WTR

900mm OVERFLOW 600mm RAW WATER INLET

SAN WTR

WTR

WTR WTR

WTR

750mm RAW WATER WTR

WTR

PROPOSED 300mm WATER LINE X

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\20_Drafting\204_Site_Works\15566-S03_WATER.dwg Layout: 15566-S04 Last Saved: May 25, 2020 - 11:35 AM Plotted: May 25, 2020 5:57:14 PM

TEL

GAS

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

PRELIMINARY FOR DISCUSSION ONLY SUBJECT TO REVISION

VALIDATION PHASE PERMIT

114

TEL

GAS TP

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

ENGINEER

2020

VALIDATION PHASE

LDE

REV

DESCRIPTION

DRN

DES

CHK

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

SCALE: 1:1000

PROJECT #: 0

40m

DRAWING #:

Lloydminster New Mechanical WWTF SITE WORKS WATER LINE

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566 15566-S03

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

X of Y

Watermain Alignment

Appendix E E X T E R I O R W A L L TY P E S

SUPPORTING DRAWINGS â&#x20AC;&#x201C; BUILDING PIT R O O F AS S E MB L I E S

(PLAN SECTIONS)

A D M I N . BL D G ROOF M I N I M UM I N SUL A T I ON 203mm [ 8i n . ] RSI 7. 04 [ R 40] ( N OM I N A L ) : SBS 2 PLY ROOF MEMBRANE PROTECTION BOARD R40 (200mm) BASE RIGID INSULATION VAPOUR BARRIER 12.5mm GWB METAL ROOF DECK

A D M I N . BL D G E X T E RI OR W A L L , H E I GH T V A RI E S O V E R A L L I N S U L A T I O N 2 0 3 m m [ 8 i n . ] R S I 5 .4 4 [ R 3 0 .9 ] ( N O M I N A L ) : 90mm SPLIT FACE FLUTED CMU 25mm AIR SPACE 51mm RIGID MINERAL WOOL INSULATION (R 8.4) VAPOUR PERMEABLE AIR BARRIER 16mm TYPE X EXTERIOR GYPSUM WALL BOARD 152mm STEEL STUD @400mm O.C. 152mm SEMI-RIGID MINERAL WOOL INSULATION (R 22.5) VAPOUR BARRIER 16mm TYPE X GYPSUM WALL BOARD

W 0 1a

R 01 A D M I N . BL D G E X T E RI OR W A L L , H E I GH T V A RI E S O V E R A L L I N S U L A T I O N 2 0 3 m m [ 8 i n . ] R S I 5 .4 4 [ R 3 0 .9 ] ( N O M I N A L ) : METAL CLADDING Z-GIRT, DEPTH VARIES 51mm RIGID MINERAL WOOL INSULATION (R 8.4) VAPOUR PERMEABLE AIR BARRIER 16mm TYPE X EXTERIOR GYPSUM WALL BOARD 152mm STEEL STUD @400mm O.C. 152mm SEMI-RIGID MINERAL WOOL INSULATION (R 22.5) VAPOUR BARRIER 16mm TYPE X GYPSUM WALL BOARD

P ROC E S S BL D G , SC RE E N S BL D G ROOF OV E RA L L I N SU L A T I O N 356mm [ 14i n . ] RSI 8. 63 [ R 49] ( N OM I N A L ) : METAL ROOF PANEL RTC PANEL CLIP 51mm HAT CHANNEL 76mm BATT INSULATION 279mm CHAIR 279mm BATT INSULATION LINER PANEL PURLIN

W 0 1b P R O C E S S B L D G E XT E R I O R W A L L , T O 9 0 0 m m O V E R A L L I N S U L A T I O N 3 0 5 m m [ 1 2 i n . ] R S I 5 .8 0 [ R 3 8 . 4 ] ( N O M I N A L ) : 90mm SPLIT FACE FLUTED CMU 25mm AIR SPACE 51mm RIGID MINERAL WOOL INSULATION (R 8.4)16mm TYPE X EXTERIOR VAPOUR PERMEABLE AIR BARRIER GYPSUM WALL BOARD 254mm Z-GIRTS 254mm BATT INSULATION (R 30) LINER PANEL PRE-ENG FRAME

R 02

M E MB R A N E T A N K S R O O F UN I N SUL A T E D : METAL ROOF PANEL RTC PANEL CLIP ROOF STRUCTURE

W 0 2a

R 03

P ROC E SS BL D G, SC RE E N S BL D G E X T E RI OR W A L L O V E R A L L I N S U L A T I O N 2 7 9 m m [ 1 1 i n . ] R S I 5 .8 0 [ R 3 5 . 5 ] ( N O M I N A L ) : EXTERIOR METAL CLADDING 25mm THERMAL BLOCKS 254mm Z-GIRTS 279mm BATT INSULATION LINER PANEL PRE-ENG FRAME

I N T E R I O R P A R T I TI O N T Y P ES

(PLAN SECTIONS)

W 0 2b

190mm CONCRETE MASONRY UNIT

16mm GWB 152mm STEEL STUDS @ 400mm O.C. 16mm GWB

N OT E : RATED PARTITIONS TO GO TO U/S ROOF DECK/STRUCTURE ABOVE. 2 H R FRR U L C D E SI GN N O. U 9 0 6

N OT E : RATED PARTITIONS TO GO TO U/S ROOF DECK/STRUCTURE ABOVE. 1 H R FRR U L C D E SI GN N O. U 4 1 1

C:\Users\Brent\Desktop\00ADA_LOCAL\297.01 Lloydminster WWTF\2. Drawings\5. WORKING\Revit\29701_WWTF_ARCHITECTURAL_PROCESS_BLD.rvt

P0 1

16mm GWB 92mm STEEL STUDS @ 400mm O.C. 16mm GWB

P0 2

P0 3

City of Lloydminster

SHEET NAME:

CONSTRUCTION ASSEMBLIES

Alberta / Saskatchewan

Planning & Engineering

ary Prelimin ON ONLY

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

FOR DISCUSSI REVISION SUBJECT TO

PERMIT

ENGINEER STAMP/SEAL

SCALE: 6

REV

JUN 15/20

DATE

ISSUED FOR VALIDATION

DESCRIPTION

1 : 10 PROJECT No: DRAWING No:

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

297.01

A001

LLOYDMINSTER WASTEWATER TREATMENT FACILITY UPGRADE ADDRESS:

Enter address here

SHEET No:

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

115

± 6500

PRIMARY CLARIFIER

944 sft

1'x

± 12500

SCREENS BLDG

2'x

3'x

4'x 5x

9x Ax

87.7 sqm A'x 1

Bx 3

EXISTING HEADWORKS BUILDING (NOT RENOVATED AREAS)

7296 sft Cx

677.8 sqm

B'x

RENOVATED 257 sft ± 35461

23.9 sqm C'x

RENOVATED

A D'x

RENOVATED

138 sft

788 sft

12.8 sqm

73.2 sqm Dx

E'x

± 4670

± 17153

PROCESS BUILDING 16736 sft

MEMBRANE TANK

AEROBIC/ANOXIC TANKS

NEW ADMIN (NOT INCL. PROCESS)

1554.8 sqm ±45400

3939 sft D

365.9 sqm

± 3434

± 16200

BUILDING AREAS 5

± 6487 DN

± 4208

NAME

AREA (±)

EXISTING HEADWORKS BUILDING (NOT RENOVATED AREAS) NEW ADMIN (NOT INCL. PROCESS) PROCESS BUILDING RENOVATED SCREENS BLDG

± 2810 ± 1549

677.8 m² 365.9 m² 1554.8 m² 109.9 m² 87.7 m²

± 33160

M A I N F LO O R A R E A P L A N SC ALE 1 : 250

C:\Users\Brent\Desktop\00ADA_LOCAL\297.01 Lloydminster WWTF\2. Drawings\5. WORKING\Revit\29701_WWTF_ARCHITECTURAL_PROCESS_BLD.rvt

City of Lloydminster

BUILDING AREAS

Planning & Engineering

ary Prelimin ION ONLY FOR DISCUSS REVISION SUBJECT TO

PERMIT

116

SHEET NAME:

Alberta / Saskatchewan

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

ENGINEER STAMP/SEAL

6 4 3 2

REV

JUN 15/20 APR 28/20 APR 23/20 APR 02/20

DATE

ISSUED FOR VALIDATION REVIEW REVIEW REVIEW

DESCRIPTION

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

SCALE:

1 : 250 PROJECT No: DRAWING No:

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

297.01

A100

LLOYDMINSTER WASTEWATER TREATMENT FACILITY UPGRADE ADDRESS:

Enter address here

SHEET No:

41'x

2'x

3'x

4'x

A'x

102 EXISTING MECHANICAL ROOM

103 Cx

UNASSIGNED SPACE

111 EXISTING CORRIDOR

101

113

EXISTING BLOWER ROOM

RENOVATED WASHROOM

19960 1000

± 8000

106

± 1895

MECHANICAL ± 6827

± 1990

128 FEMALE LOCKER ± 5605

XXX TRANSISTION

± 1987

131

XXX

JANITOR AREA

ADMIN

± 3281

± 3583

PUMP SKID

XX PROCESS

XXX

127

TRANSISTION

MALE LOCKER

125

± 3174

124 MULTIPURPOSE AREA

± 5351

± 2210

XXX LAB STORAGE

121 OFFICE

120 OFFICE

± 3174

AIR COMPRESSORS

PUMP SKID

KITCHEN

± 2000 ± 1500

± 8853

± 8050

± 5600

± 2450

± 3256

± 3000

RAS LINE 900mm FLANGE DIA.

MEMBRANE TANKS

45100

MEMBRANE AIR HEADER

± 3000

122 ± 4187

± 3174

123.1 ± 550

± 3908

± 1213

LEAD OFFICE

± 1905

A201

EXISTING INLET CHAMBER

XX CIRCULATION ± 4961

± 4179

XXX

MEMBRANE BLOWERS

117

± 2610

± 13160 PUMP SKID

BUILDING STORAGE (RENOVATED)

EXISTING ELECTRICAL ROOM 107 EXISTING FURNACE

± 2804

± 4500

± 3000

133 ELECTRICAL ROOM

MEMBRANE BLOWERS

105

SERVER AREA (RENOVATED)

108

± 2500

BLOWER OUTLET PIPEWORK

EXISTING SLUDGE REMOVAL

110 EXISTING ACCESS EXISTING CORRIDOR

± 2100 ± 1500

BIORECTOR BLOWERS

BLOWER PIPEWORK AT HIGH LEVEL

EXISTING HEADWORKS BUILDING

104

115

± 2000

± 9481

± 1500

116

114 EXISTING MCC ROOM

3000

± 1500

12914

± 1684

P R O C E S S B LD G - 3 D V I E W NT S

BLOWER OUTLET PIPEWORK

XXX

ROOM SCHEDULE

OFFICE

NO. ± 3287

LABORATORY PUMP SKID

CHEMICAL ROOM

XXX

CIRCULATION

OFFICE

COMMON

XX 137

LOBBY

± 6519

PUMP SKID

EXISTING

XX ENTRY

LABS AND CONTROL ROOM

CONTROL ROOM

OFFICE PROCESS

± 3070

± 3070 CITRIC ACID

NaOCl

RENOVATED

± 4060 ± 3190

800mm PERMEATE PIPEWORK

WORKBENCH

CARBON

SERVICE 5

3000

W/C / SHOWERS ± 3490

136 CHEMICAL ROOM

± 10000

WA L L & P A R T I T I O N L E G E N D

REFER TO CONSTRUCTION ASSEMBLIES DRAWING A001 SERVICE WATER PUMPS

W 01a

± 6527

EFFLUENT PUMPS VERTICAL TURBINE

ALUM

A201

ALUM FLOOR @ 1610 BELOW T/O SLAB

EFFLUENT FORCE MAIN 600mm

20000

F I R E S E PA R A T I O N L E G E N D

4000 ± 33782

UNRATED FIRE SEPARATION

A201

M A I N F LO O R P L A N

1 HR FIRE SEPARATION

W 02a W 02b

PROCESS BLDG. EXTERIOR WALL

P 01

CMU, TO U/S STRUCTURE 2H R FRR

P 01

CMU, TO 150 ABOVE CLG

P 02

GWB, TO U/S STRUCTURE 1 H R FRR

P02, P03 GWB, TO 150 ABOVE CEILING

SC AL E 1 : 150

P 04

2 HR FIRE SEPARATION C:\Users\Brent\Desktop\00ADA_LOCAL\297.01 Lloydminster WWTF\2. Drawings\5. WORKING\Revit\29701_WWTF_ARCHITECTURAL_PROCESS_BLD.rvt

ADMIN. BLDG. EXTERIOR WALL

W 01b

ALUM

DEMOUNTABLE WALLS

City of Lloydminster Alberta / Saskatchewan

ary Prelimin ION ONLY FOR DISCUSS REVISION SUBJECT TO

PERMIT

ENGINEER STAMP/SEAL

Planning & Engineering

6 5 4 3 2

REV

JUN 15/20 MAY 21/20 APR 28/20 APR 23/20 APR 02/20

DATE

ISSUED FOR VALIDATION REVIEW REVIEW REVIEW REVIEW

DESCRIPTION

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

SCALE:

As indicated PROJECT No: DRAWING No:

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

297.01

A101

101 102 103 104 105 106 107 108 110 111 113 114 115 116 117 120 121 122 123.1 124 125 127 128 131 133 136 137 XX XX XX XX XX XX XXX XXX XXX XXX XXX XXX XXX XXX XXX

ROOM EXISTING BLOWER ROOM EXISTING MECHANICAL ROOM UNASSIGNED SPACE EXISTING SLUDGE REMOVAL BUILDING STORAGE (RENOVATED) SERVER AREA (RENOVATED) EXISTING FURNACE EXISTING ELECTRICAL ROOM EXISTING CORRIDOR EXISTING CORRIDOR RENOVATED WASHROOM EXISTING MCC ROOM EXISTING ACCESS EXISTING HEADWORKS BUILDING EXISTING INLET CHAMBER OFFICE OFFICE LEAD OFFICE KITCHEN MULTIPURPOSE AREA LABORATORY MALE LOCKER FEMALE LOCKER JANITOR AREA ELECTRICAL ROOM CHEMICAL ROOM CONTROL ROOM CIRCULATION ENTRY FEMALE SHOWER LOBBY MALE SHOWER PROCESS ADMIN FEMALE SHOWER LAB STORAGE MALE SHOWER MECHANICAL OFFICE OFFICE TRANSISTION TRANSISTION

CLEAR HEIGHT 8000 4000 4000 4000 4000 4000 4000 4000 2750 2750 2750 2750 2750 5000 4000 3050 3050 3050 3050 3050 3050 3050 3050 3050 4000 4000 3050 3050 3050 3050 3050 3050 7300 3050 3050 3050 3050 3050 3050 3050 3050 3050

AREA (±) 159.07 m² 34.05 m² 87.82 m² 53.03 m² 72.33 m² 12.87 m² 2.86 m² 17.94 m² 17.59 m² 5.57 m² 22.96 m² 11.39 m² 4.25 m² 192.07 m² 19.40 m² 12.72 m² 12.72 m² 16.38 m² 23.75 m² 60.63 m² 59.49 m² 45.23 m² 45.86 m² 8.10 m² 129.23 m² 167.33 m² 82.06 m² 140.86 m² 8.04 m² 2.31 m² 3.95 m² 2.31 m² 907.79 m² 9.17 m² 4.77 m² 6.38 m² 5.30 m² 16.06 m² 12.72 m² 12.48 m² 12.77 m² 12.78 m²

SHEET NAME:

PROCESS BUILDING - MAIN FLOOR PLAN

LLOYDMINSTER WASTEWATER TREATMENT FACILITY UPGRADE ADDRESS:

Enter address here

SHEET No:

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

117

1'x

2'x

3'x

4'x

A'x 2

Bx 3

± 5900

± 15300

DN A

± 3250

± 7100

± 1650

PROCESS RTU

21376

ADMIN RTU

SLOPE

LE G E N D 5

REFER TO CONSTRUCTION ASSEMBLIES DRAWING A001

R01

ADMIN. BUILDING ROOF

R02

PROCESS BUILDING ROOF

R03

MEMBRANE TANKS ROOF

R O O F P L AN SC AL E 1 : 150

C:\Users\Brent\Desktop\00ADA_LOCAL\297.01 Lloydminster WWTF\2. Drawings\5. WORKING\Revit\29701_WWTF_ARCHITECTURAL_PROCESS_BLD.rvt

City of Lloydminster Alberta / Saskatchewan

ary Prelimin ION ONLY FOR DISCUSS REVISION SUBJECT TO

PERMIT

118

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

ENGINEER STAMP/SEAL

Planning & Engineering

6 5 4 3 2

REV

JUN 15/20 MAY 21/20 APR 28/20 APR 23/20 APR 02/20

DATE

ISSUED FOR VALIDATION REVIEW REVIEW REVIEW REVIEW

DESCRIPTION

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

SCALE:

1 : 150 PROJECT No: DRAWING No:

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

297.01

A102

SHEET NAME:

PROCESS BUILDING - ROOF PLAN LLOYDMINSTER WASTEWATER TREATMENT FACILITY UPGRADE ADDRESS:

Enter address here

SHEET No:

4 A103

BAND SCREEN

COMPACTOR

A103

12500

5 A103

COMPACTOR

627.500 SCREENS BLDG EAVE

623.500 T/O SCREENS FLOOR

BAND SCREEN

3 A103

6500

S C R E E E N S B LD G . - F L O O R P L A N

A103

SC ALE 1 : 150

S C R E E N S B L D G . - N O R TH E L E V A T I O N

SC ALE 1 : 150

S C R E E N S B L D G . E AS T E L E V AT I O N SC ALE 1 : 150

ACCESS HATCH

627.500 SCREENS BLDG EAVE

623.500 T/O SCREENS FLOOR

ACCESS HATCH

3 A103

S C R E E E N S B L D G . - R O O F P L AN

SC ALE 1 : 150

S C R E E N S B L D G . - S O U TH E L E V A T I O N

SC ALE 1 : 150

S R E E E NS B L D G . - W E S T E L E V AT I O N SC ALE 1 : 150

4000

627.500 SCREENS BLDG EAVE

N O TE S SCREENS BUILDING ASSEMBLIES, REFER TO A001

623.500 T/O SCREENS FLOOR

SCREENS BUILDING ROOF ASSEMBLY TYPE:

R 02

SCREENS BUILDING WALL ASSEMBLY TYPE:

W 0 2b

C:\Users\Brent\Desktop\00ADA_LOCAL\297.01 Lloydminster WWTF\2. Drawings\5. WORKING\Revit\29701_WWTF_ARCHITECTURAL_PROCESS_BLD.rvt

S C R E E N S B L D G . - B U I LD I N G S E C T I O N SC ALE 1 : 150

City of Lloydminster

SHEET NAME:

SCREENS BUILDING

Alberta / Saskatchewan

Planning & Engineering

ary Prelimin ON ONLY

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

FOR DISCUSSI REVISION SUBJECT TO

PERMIT

ENGINEER STAMP/SEAL

SCALE: 6

REV

JUN 15/20

DATE

ISSUED FOR VALIDATION

DESCRIPTION

As indicated PROJECT No: DRAWING No:

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

297.01

A103

LLOYDMINSTER WASTEWATER TREATMENT FACILITY UPGRADE ADDRESS:

Enter address here

SHEET No:

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

119

1'x

2'x

3'x

4'x

107250 U/S PRE-ENG ROOF DECK (HIGH EAVE) 107000 U/S PRE-ENG ROOF DECK (LOW EAVE) 105050 U/S FLAT ROOF

5050

1950

250

5250

112500 U/S MEMBRANE ROOF (HIGH EAVE)

100000 T/O SLAB

500

S O U TH E L E V A T I O N

99500 T/O EXISTING SLAB

SC AL E 1 : 150 G

Ex B

E'x Dx

D'x

C'x

B'x

A'x

5250

112500 U/S MEMBRANE ROOF (HIGH EAVE)

107250 U/S PRE-ENG ROOF DECK (HIGH EAVE)

1950 250

107000 U/S PRE-ENG ROOF DECK (LOW EAVE)

5050

105050 U/S FLAT ROOF

100000 T/O SLAB

500

E AS T E L E V AT I O N

99500 T/O EXISTING SLAB

SC AL E 1 : 150 8x

4'x

3'x

2'x

1'x

112500 U/S MEMBRANE ROOF (HIGH EAVE)

5250

250

107250 U/S PRE-ENG ROOF DECK (HIGH EAVE)

105050 U/S FLAT ROOF

500

5050

1950

107000 U/S PRE-ENG ROOF DECK (LOW EAVE)

SC AL E 1 : 150 A'x

100000 T/O SLAB 99500 T/O EXISTING SLAB

N O R TH E L E V A T I O N Cx

B'x

C'x

D'x

Dx E'x

B Ex

107250 U/S PRE-ENG ROOF DECK (HIGH EAVE) 107000 U/S PRE-ENG ROOF DECK (LOW EAVE) 105050 U/S FLAT ROOF

5050

1950

250

5250

112500 U/S MEMBRANE ROOF (HIGH EAVE)

C:\Users\Brent\Desktop\00ADA_LOCAL\297.01 Lloydminster WWTF\2. Drawings\5. WORKING\Revit\29701_WWTF_ARCHITECTURAL_PROCESS_BLD.rvt

100000 T/O SLAB

W E S T E L E V AT I O N SC AL E 1 : 150

City of Lloydminster

ELEVATIONS

Planning & Engineering

ary Prelimin ON ONLY

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

FOR DISCUSSI REVISION SUBJECT TO

PERMIT

120

SHEET NAME:

Alberta / Saskatchewan

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

ENGINEER STAMP/SEAL

SCALE: 6 5

REV

JUN 15/20 MAY 21/20

DATE

ISSUED FOR VALIDATION REVIEW

DESCRIPTION

1 : 150 PROJECT No: DRAWING No:

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

297.01

A200

LLOYDMINSTER WASTEWATER TREATMENT FACILITY UPGRADE ADDRESS:

Enter address here

SHEET No:

3 A201 112500 U/S MEMBRANE ROOF (HIGH EAVE)

107250 U/S PRE-ENG ROOF DECK (HIGH EAVE) 107000 U/S PRE-ENG ROOF DECK (LOW EAVE) 105050 U/S FLAT ROOF

5050

1950

250

5250

OVERHEAD CRANE

100000 T/O SLAB 99500 T/O EXISTING SLAB

500

MEMBRANE TANKS

B U I L DI N G S E C T I O N SC ALE 1 : 150

3 A201

250

5250

112500 U/S MEMBRANE ROOF (HIGH EAVE)

1950

RAS LINE 900mm FLANGE DIA.

SERVICE WATER PUMPS

105050 U/S FLAT ROOF

ALUM

ALUM 100000 T/O SLAB

500

EFFLUENT PUMPS VERTICAL TURBINE

107000 U/S PRE-ENG ROOF DECK (LOW EAVE)

5050

MEMBRANE AIR HEADER

107250 U/S PRE-ENG ROOF DECK (HIGH EAVE)

99500 T/O EXISTING SLAB

BELOW GRADE EFFLUENT TANK

B U I L DI N G S E C T I O N SC ALE 1 : 150

A201

5250

112500 U/S MEMBRANE ROOF (HIGH EAVE)

WA L L & P A R T I T I O N L E G E N D REFER TO CONSTRUCTION ASSEMBLIES DRAWING A001

107000 U/S PRE-ENG ROOF DECK (LOW EAVE)

W 01a

ADMIN. BLDG. EXTERIOR WALL

W 01b

105050 U/S FLAT ROOF

5050

1950

250

107250 U/S PRE-ENG ROOF DECK (HIGH EAVE)

W 02a W 02b

PROCESS BLDG. EXTERIOR WALL

P 01

CMU, TO U/S STRUCTURE 2H R FRR

P 01

CMU, TO 150 ABOVE CLG

P 02

GWB, TO U/S STRUCTURE 1 H R FRR

ALUM 100000 T/O SLAB

P02, P03 GWB, TO 150 ABOVE CEILING

B U I L DI N G S E C T I O N

P 04

DEMOUNTABLE WALLS

SC ALE 1 : 150

C:\Users\Brent\Desktop\00ADA_LOCAL\297.01 Lloydminster WWTF\2. Drawings\5. WORKING\Revit\29701_WWTF_ARCHITECTURAL_PROCESS_BLD.rvt

City of Lloydminster

SHEET NAME:

BUILDING SECTIONS

Alberta / Saskatchewan

Planning & Engineering

ary Prelimin ON ONLY

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

FOR DISCUSSI REVISION SUBJECT TO

PERMIT

ENGINEER STAMP/SEAL

SCALE: 6

REV

JUN 15/20

DATE

ISSUED FOR VALIDATION

DESCRIPTION

1 : 150 PROJECT No: DRAWING No:

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

297.01

A201

LLOYDMINSTER WASTEWATER TREATMENT FACILITY UPGRADE ADDRESS:

Enter address here

SHEET No:

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

121

ISOMETRIC VIEW

C:\Users\jcarlson\Documents\15566_WWTF_BLD_STRUCTURAL_V20_jcarlson8ZANV.rvt

NOTE: ISOMETRIC VIEW IS PROVIDED TO ASSIST IN THE 'GENERAL' VISUALIZATION OF THE WORK AND IS NOT MEANT TO SUPERSEDE OR OVERRIDE INFORMATION CONTAINED ELSEWHERE IN THE CONTRACT DOCUMENTS. NOT ALL ELEMENTS ARE SHOWN FOR CLARITY.

City of Lloydminster

122

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

FOR DISCUS REVISION SUBJECT TO

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

ENGINEER STAMP/SEAL

TITLE SHEET

Planning & Engineering

INARY PRELIMSIO N ONLY PERMIT

SHEET NAME:

Alberta / Saskatchewan

SCALE: 0

REV

2020-06-12

DATE

ISSUED FOR VALIDATION

DESCRIPTION

PROJECT No: DRAWING No:

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

S000

LLOYDMINSTER WASTEWATER TREATMENT FACILITY UPGRADE ADDRESS:

LLOYDMINSTER ALBERTA/SASKATCHEWAN

SHEET No:

3700

5 367 EXISTING HEADWORKS BUILDING

P16

4 1866

2 C-

1200 600

200mm THICK APRON SLAB

12914

1800

19960

1315

P4 2 C-

150mm THICK SLAB ON VOID r/w 10M @ 300 o.c. E.W. T&B (T.O.C. = 99 500)

P11

7159

P-

150mm THICK SLAB ON VOID r/w 10M @ 300 o.c. E.W. T&B (T.O.C. = 99 500)

P10

P4 P4

P1 P3

P2 P7

P11

P12

PP8

P7 P2

C1 P3 P2

C1 P2

PP16

7620

P16

1 C-

P15

P11

7620

1 C-

1 C-1 PC

-1 PC

P14

P4 PP11

P15

150mm THICK SLAB ON VOID r/w 10M @ 300 o.c. E.W. T&B (T.O.C. = 100 000)

1 C-

45100

150mm THICK SLAB ON VOID r/w 10M @ 300 o.c. E.W. T&B (T.O.C. = 100 000)

1 C-

P-

P16

-1 PC

200mm THICK SLAB ON VOID r/w 10M @ 250 o.c. E.W. T&B (T.O.C. = 100 000)

7620

1 C-

16 P-

P12

P15

7620

P16

1 C-

P15

1 C-

-1 PC

P-

P10

P-

1 C-

SLOPE

1 C-

P16

-1 PC

S600

6024

PC -2

17 P-

PC -2

150mm THICK SLAB ON VOID r/w 10M @ 300 o.c. E.W. T&B (T.O.C. = 98 390)

6-P-4 BELOW CAP

MARK No. PC-1 PC-2

P16

P14

COLUMN TYPE HSS127x127x6.4 HSS102x102x6.4

CONCRETE PILE CAP SCHEDULE

4700 P14

P14

P13

MARK No. C-1 C-2

7000

1130

S600

PILE CAP DESCRIPTION 2500x600x1000 dp. 4500 dia. x 400 dp.

G 1800

600 1200

G 200mm THICK APRON SLAB

City of Lloydminster 4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

SCALE:

1 : 100 PROJECT No: DRAWING No:

ENGINEER STAMP/SEAL

REV

DATE

DESCRIPTION

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

S210

SHAFT SHAFT LENGTH DIAMETER (mm) (m) 400 7.0 400 8.0 400 9.0 400 10.0 400 11.0 400 12.0 600 10.0 600 11.0 600 12.0 600 13.0 600 14.0 600 15.0 600 16.0 600 17.0 750 15.0 750 16.0 750 17.0

FACTORED CAPACITY (kN) CAPACITY

MAIN FLOOR PLAN

Planning & Engineering

FOR DISC REVISION SUBJECT TO

MARK No. P-1 P-2 P-3 P-4 P-5 P-6 P-7 P-8 P-9 P-10 P-11 P-12 P-13 P-14 P-15 P-16 P-17

SHEET NAME:

Alberta / Saskatchewan

INARY PRELIM Y USSION ONL PERMIT

1 : 100

CAST-IN-PLACE FRICTION PILE SCHEDULE

STEEL COLUMN SCHEDULE

6-P-4 BELOW CAP

7 F

P2 P15

19560 P2

7461

200mm THICK ELEVATED SLAB r/w 10M @ 250 o.c. E.W. T&B (T.O.C. = 100 000) 400mm THICK SLAB ON VOID r/w __M @ ___ o.c. E.W. ______ (T.O.C. EL = 96 000)

MAIN FLOOR PLAN

C:\Users\jcarlson\Documents\15566_WWTF_BLD_STRUCTURAL_V20_jcarlson8ZANV.rvt

6846

P17

-1 PC

2233

LLOYDMINSTER WASTEWATER TREATMENT FACILITY UPGRADE ADDRESS:

LLOYDMINSTER ALBERTA/SASKATCHEWAN

SHEET No:

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

123

2041

7038

6024 4811

W310x28 PRE-ENG FRAME

C200x17 C200x17 W310x28

C200x17 C200x17

EXISTING HEADWORKS BUILDING

405 Â±1898 2906

1453 1178

W310x28 [-100]

1178

W310x28

1178

C W310x28 [-100]

3752

W310x28 [-100]

4275

938 938

W360x33 [-100]

1069

W410x39 [-550]

1069

W410x39 [-100]

MEMBRANE ROOF

938

W410x39 [-550]

PRE-ENG FRAME

W360x33 [-100]

938

1178

W360x33 [-100]

1253 1253

1253

W410x39 [-550]

W410x39 [-100]

1253

W310x28 [-100]

1453

W360x33 [-100]

900 1304

PRE-ENG FRAME

1304

W410x39 [-550]

900

W410x39 [-100]

C200x17

1213

826 826 826 826 826 826

4712

1141

2775

4211 3138

W460x52 [-100]

4072

W310x28 [-1050]

1141

W310x28 [-1150]

380

4697

1141

380 1326

365

W410x39

2011

1141

W460x52 [-1150]

271

1141

W310x28

380

PRE-ENG FRAME

W310x33

977

W310x28

977

W310x28 W460x52 [-550]

3 S600

350mm OWSJ W310x33 W310x33 [-1150]

350mm OWSJ [-1050]

1053 1053

W310x33 W310x33 [-1150]

W310x28 [-1050] W310x33 [-1050]

W460x60 [-550]

W410x39

550mm OWSJ

W310x28 [-100]

1053

PRE-ENG FRAME

1053

5 F

7 F

PRE-ENG FRAME

C:\Users\jcarlson\Documents\15566_WWTF_BLD_STRUCTURAL_V20_jcarlson8ZANV.rvt

ROOF PLAN 1 : 100

City of Lloydminster 4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

SCALE:

1 : 100 PROJECT No: DRAWING No:

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

ROOF PLAN

Planning & Engineering

FOR DISC REVISION SUBJECT TO

ENGINEER STAMP/SEAL

SHEET NAME:

Alberta / Saskatchewan

INARY PRELIM Y USSION ONL PERMIT

124

REV

DATE

DESCRIPTION

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

S400

LLOYDMINSTER WASTEWATER TREATMENT FACILITY UPGRADE ADDRESS:

LLOYDMINSTER ALBERTA/SASKATCHEWAN

SHEET No:

19960

12914

1866

5 367 MEMBRANE (HIGH EAVE) 112500

PRE-ENG (HIGH EAVE) 107250 PRE-ENG (LOW EAVE) 107000

u/s FLAT ROOF 105050

T.O.C. 100000

1 S600

BUILDING SECTION 1 : 100

19960

12914

1866

13200 MEMBRANE (HIGH EAVE) 112500

MEMBRANE (HIGH EAVE) 112500

CRANE RAIL

PRE-ENG (HIGH EAVE) 107250 PRE-ENG (LOW EAVE) 107000

u/s FLAT ROOF 105050

T.O.C. 100000

C:\Users\jcarlson\Documents\15566_WWTF_BLD_STRUCTURAL_V20_jcarlson8ZANV.rvt

4000

T.O.C. 100000

2 S600

BUILDING SECTION

3 S600

1 : 100

BUILDING SECTION 1 : 100

City of Lloydminster 4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

FOR DISC REVISION SUBJECT TO

SCALE:

1 : 100 PROJECT No: DRAWING No:

ENGINEER STAMP/SEAL

BUILDING SECTIONS

Planning & Engineering

INARY PRELIM Y USSION ONL PERMIT

SHEET NAME:

Alberta / Saskatchewan

REV

DATE

DESCRIPTION

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

S600

LLOYDMINSTER WASTEWATER TREATMENT FACILITY UPGRADE ADDRESS:

LLOYDMINSTER ALBERTA/SASKATCHEWAN

SHEET No:

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

125

46000

15300

1496

400mm THICK CONCRETE T.O.C. EL. = 102 240 W2

A W1

TA WALKWAY & GUARDRAIL

8740

B GUARDRAIL

400mm THICK CONCRETE T.O.C. EL. = 102 240

400mm THICK CONCRETE T.O.C. EL. = 103 970

20500

37980

500mm THICK CONCRETE T.O.C. EL. = 97 740 & 100 000

400mm THICK CONCRETE T.O.C. EL. = 104 340

500mm THICK CONCRETE T.O.C. EL. = 97 740 400mm THICK CONCRETE T.O.C. EL. = 102 240

1 S801

400mm THICK CONCRETE T.O.C. EL. = 103 970

W1 W1 W1

8740

400mm THICK CONCRETE T.O.C. EL. = 100 000

BIOREACTOR & MEMBRANE TANK PLAN

C:\Users\jcarlson\Documents\15566_WWTF_BLD_STRUCTURAL_V20_jcarlson8ZANV.rvt

1 : 100

CAST-IN-PLACE CONCRETE WALL SCHEDULE

2 S801

City of Lloydminster Alberta / Saskatchewan

Planning & Engineering

INARY PRELIM Y USSION ONL

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

FOR DISC REVISION SUBJECT TO

SCALE:

1 : 100 PROJECT No: DRAWING No:

PERMIT

126

MARK No. W1 W2 W3 W4

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

ENGINEER STAMP/SEAL

REV

DATE

DESCRIPTION

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

S800

WALL DESCRIPTION 400mm THICK CONCRETE 600mm THICK CONCRETE 500mm THICK CONCRETE 700mm THICK CONCRETE

WALL REINFORCING REINFORCING

SHEET NAME:

BIOREACTOR & MEMBRANE TANK PLAN

LLOYDMINSTER WASTEWATER TREATMENT FACILITY UPGRADE ADDRESS:

LLOYDMINSTER ALBERTA/SASKATCHEWAN

SHEET No:

46000

15300

1 1496

MEMBRANE (HIGH EAVE) 112500

2000

400

18600

600

22500

400

600

1500

500

12700

500

1340 400 1000

1230

700 400

6150

400

6150 T.O.C. 100000

500

2260

2760

500

5500

2740

T-t/o WALL 102740

1500

3970

600

2500

2000

3600

500 600

SECTION

S801

1 : 100

460

38mm std. PIPE TOP & MID RAIL

TC 12260

37980 600

12260

600

TA 12260

600 500 1070

500 600

38mm std. PIPE POSTS @ 1800 o.c. MAX

610

T-t/o WALL 102740

2740

T-t/o WALL 102740

150x6mm THICK CONT. KICK PL.

T.O.C. 100000

t/o GRATING

2760

5500

T.O.C. 100000

C:\Users\jcarlson\Documents\15566_WWTF_BLD_STRUCTURAL_V20_jcarlson8ZANV.rvt

500

9.5mm CLIP ANGLE c/w 2-BOLT CONNECTION

TYPICAL GUARDRAIL

SECTION

2 S801

1 : 10

1 : 100

City of Lloydminster Alberta / Saskatchewan

Planning & Engineering

INARY PRELIM Y USSION ONL

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

FOR DISC REVISION SUBJECT TO

SCALE:

As indicated PROJECT No: DRAWING No:

PERMIT

ENGINEER STAMP/SEAL

REV

DATE

DESCRIPTION

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

S801

SHEET NAME:

BIOREACTOR & MEMBRANE TANK SECTIONS & DETAILS

LLOYDMINSTER WASTEWATER TREATMENT FACILITY UPGRADE ADDRESS:

LLOYDMINSTER ALBERTA/SASKATCHEWAN

SHEET No:

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

127

GUARDRAIL

400mm THICK CONCRETE. T.O.C. = 95 640 500mm THICK CONCRETE. T.O.C. = 100 500 400mm THICK CONCRETE. T.O.C. = 98 000

WALKWAY & GUARDRAIL

400mm THICK CONCRETE. T.O.C. = 100 500

500mm THICK CONCRETE. T.O.C. = 100 500

500mm THICK CONCRETE. T.O.C. = 92 570

500mm THICK CONCRETE. T.O.C. = 92 320

1 S802

PRIMARY CLARIFIER TANK PLAN 1 : 100

CAST-IN-PLACE CONCRETE WALL SCHEDULE MARK No. W1 W2 W3 W4

400

1500

400

25000

5000

400

2000

500

8000

500

2000

400

500

3100

WALL REINFORCING REINFORCING

T.O.C. 100000

7680

400

2000

500

500 500

WALL DESCRIPTION 400mm THICK CONCRETE 600mm THICK CONCRETE 500mm THICK CONCRETE 700mm THICK CONCRETE

500

28000

500

1000

2920

1000

5030

400

1500

C:\Users\jcarlson\Documents\15566_WWTF_BLD_STRUCTURAL_V20_jcarlson8ZANV.rvt

1 S802

1 : 100

City of Lloydminster Alberta / Saskatchewan

Planning & Engineering

INARY PRELIM Y USSION ONL

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

FOR DISC REVISION SUBJECT TO

PERMIT

128

SECTION

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

ENGINEER STAMP/SEAL

SCALE: 0

REV

2020-06-12

DATE

ISSUED FOR VALIDATION

DESCRIPTION

1 : 100 PROJECT No: DRAWING No:

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

S802

SHEET NAME:

PRIMARY CLARIFIER TANK PLAN PLAN & SECTIONS

LLOYDMINSTER WASTEWATER TREATMENT FACILITY UPGRADE ADDRESS:

LLOYDMINSTER ALBERTA/SASKATCHEWAN

SHEET No:

SUPPORTING DRAWINGS â&#x20AC;&#x201C; PROCESS PIT

Appendix E

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-600.dwg Layout: 15566-600 Last Saved: Jun 11, 2020 - 8:14 AM Plotted: Thursday, June 11, 2020 8:26:25 AM

List of Drawings

GENERAL NOTES: 1. ALL NEW EQUIPMENT, INSTRUMENTS, VALVES SUPPLIED BY SUEZ BUT NOT INSTALLED BY SUEZ. THIS DOES NOT INCLUDE GATE VALVES AND SLUICE GATES, WHICH WILL NOT BE SUPPLIED BY SUEZ. 2.

ALL PIPING NOT SUPPLIED AND INSTALLED BY SUEZ.

Drawing #

Title

ALL CONCRETE NOT SUPPLIED AND INSTALLED BY SUEZ.

15566-600-0 15566-601.1-0 15566-601.2-0 15566-602-0 15566-603-0 15566-604-0 15566-605-0 15566-606-0 15566-607-0 15566-608-0 15566-609-0 15566-610-0 15566-611-0 15566-612-0 15566-613-0 15566-614-0 15566-615-0 15566-616-0 15566-617-0 15566-618-0 15566-619-0 15566-620-0 15566-621-0 15566-622-0 15566-623-0 15566-624-0 15566-625-0 15566-626-0 15566-627-0 15566-628-0 15566-629-0 15566-630-0 15566-631-0 15566-632-0 15566-633-0

TABLE OF CONTENTS LEGEND, SYMBOLOGY AND NOTES LEGEND, SYMBOLOGY AND NOTES COARSE SCREENS COARSE SCREENS WASHERS / COMPACTORS PRIMARY CLARIFIER EQUALIZATION TANK PUMPING STATION WET WEATHER MANAGEMENT SPLITTER BOX BIOREACTOR TRAIN No. 1 BIOREACTOR TRAIN No. 2 BIOREACTOR TRAIN No. 3 MEMBRANE TRAIN No. 1 & 2 MEMBRANE TRAIN No. 3 & 4 MEMBRANE TRAIN No. 5 & 6 PERMEATE / BACKPULSE PUMPS No. 1 & 2 PERMEATE / BACKPULSE PUMPS No. 3 & 4 PERMEATE / BACKPULSE PUMPS No. 5 & 6 EFFLUENT TANK AND EFFLUENT PUMPS PLANT SERVICE WATER PUMPS RAS / DRAIN PUMPS No. 1 & 2 RAS / DRAIN PUMPS No. 3 & 4 RAS / DRAIN PUMPS No. 5 & 6 BIOREACTOR BLOWERS MEMBRANE BLOWERS No. 1, 2 & 3 MEMBRANE BLOWERS No. 4 & 5 MEMBRANE BLOWERS No. 6 & 7 COMPRESSED AIR SYSTEM VACUUM EJECTOR SYSTEM ALUM SULFATE FEED SYSTEM CITRIC ACID FEED SYSTEM SODIUM HYDROXIDE FEED SYSTEM SODIUM HYPOCHLORITE FEED SYSTEM SLUDGE MANAGEMENT SHEET 1 OF 2 SLUDGE MANAGEMENT SHEET 2 OF 2

SKID MOUNTED EQUIPMENT HAVE BEEN SHOWN WITHIN BOXES AND INDICATED BY TEXT. IF THERE IS A BOX BUT NO TEXT WITH IT, IT IS NOT SKIDDED.

FOR EQUIPMENT INFORMATION, PLEASE REFER TO EQUIPMENT SCHEDULE.

PRELIMINARY FOR VALIDATION ONLY SUBJECT TO REVISION

VALIDATION PHASE

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

P&ID AND PROCESS TABLE OF CONTENTS DRAWING #:

15566-600-1 SHEET #:

1 of 35

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

129

INSTRUMENT SYMBOLS

PIPE SPECIFICATION CODE

PRIMARY ELEMENT FIELD

DEVICE STATUS - PLC

DEVICE NEAR PRIMARY

DEVICE CONTROL PLC

PILOT LIGHT - LOCAL

DISCRETE INPUT PLC

CONTROL DEVICE ILLUMINATED

OPERATOR DISPLAY FIELD

DISCRETE OUTPUT PLC

ANALOG INPUT - PLC

ANALOG OUTPUT PLC

OPERATOR DISPLAY CONTROL ROOM

CONTROL INTERLOCK

OPERATOR DISPLAY MCC

VALVE FUNCTIONS

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-600-0.dwg Layout: 15566-601.1 Last Saved: Jun 5, 2020 - 7:59 AM Plotted: Thursday, June 11, 2020 8:27:01 AM

HCV LCV LY PCV PSE PSV PUV TCV TV TY VB V ZKV ZC ZI ZK ZAO, ZAC ZLO, ZLC ZS ZSO, ZSC ZT

FLOW CONTROL VALVE FLOW VALVE SOLENOID PILOT VALVE (USED TO CONTROL FV OR FCV) HAND CONTROL VALVE LEVEL CONTROL VALVE SOLENOID PILOT VALVE (USED TO CONTROL LV OR LCV) PRESSURE CONTROL VALVE RUPTURE DISC PRESSURE SAFETY VALVE MULTI-FUNCTION VALVE TEMPERATURE CONTROL VALVE TEMPERATURE VALVE SOLENOID PILOT VALVE (USED TO CONTROL TV OR TCV) VACUUM BREAKER MANUAL VALVE ACTUATOR SPEED CONTROL VALVE VALVE POSITION COMMAND SIGNAL VALVE POSITION INDICATOR VALVE POSITION CONTROL STATION VALVE POSITION FAULT ALARM, OPEN OR CLOSED VALVE POSITION PILOT LIGHT, OPEN OR CLOSED VALVE POSITION SWITCH ASSEMBLY VALVE POSITION SWITCH, OPEN OR CLOSED VALVE POSITION TRANSMITTER

REFERENCE SYSTEM COMMODITY RAW WATER

13906-600-0

PRIMARY CLARIFIER

AC (PRESSURE CLASS) CI (PRESSURE CLASS) CC (AWWA & CLASS) CM (WALL THICKNESS) CT (TYPE) CPVC (SCHEDULE) DI (PRESSURE CLASS) FRP (PRESSURE CLASS) GS (WALL THICKNESS) HDPE (DR#) NRC (ASTM & CLASS) PVC (DR#, SCHEDULE) PE (DR#) POLY (WALL THICKNESS) SS (SCHEDULE) ST (SCHEDULE, WALL THICKNESS) VC (PRESSURE CLASS)

ASBESTOS CEMENT PIPE CAST IRON PIPE PRE-STRESSED CONCRETE CYLINDER PIPE CORRUGATED METAL PIPE COPPER TUBE CHLORINATED POLYVINYL CHLORIDE PIPE DUCTILE IRON PIPE FIBERGLASS REINFORCED PLASTIC GALVANIZED STEEL DUCT HIGH DENSITY POLYETHYLENE PIPE NON-REINFORCED CONCRETE PIPE POLYVINYL CHLORIDE PIPE POLYETHYLENE PIPE POLYETHYLENE TUBING STAINLESS STEEL PIPE STEEL PIPE (WELDED OR SEAMLESS) VITRIFIED CLAY PIPE

AA ARV ASS BA BSS BYP BPW BW BWD CA CIPA CIS CL2 COAG CR CRD CSS CTAS CTSS CW DCW DF DFS DFR DHW DRN DS EFW EW EF FCW FL FRW FSL FTS FS FLW GLR GLS HWR HWS INA MFW MIT NCLP NG NFC NFFW NFP NFCIP OF

AQUA-AMMONIA AIR RELEASE VENT ANTISCALANT SOLUTION BACKWASH AIR BISULFITE SOLUTION BY-PASS BACKPULSE WATER BACKWASH WATER BACKWASH DRAIN COMPRESSED AIR CLEAN-IN-PLACE ACID CORROSION INHIBITOR SOLUTION CHLORINE GAS / SOLUTION COAGULANT CONCENTRATE CLEANING / RETURN / DRAIN CAUSTIC SODA SOLUTION CITRIC ACID SOLUTION CALCIUM THIOSULFATE CLARIFIED WATER DOMESTIC COLD WATER DIESEL FUEL DIESEL FUEL SUPPLY DIESEL FUEL RETURN DOMESTIC HOT WATER DRAIN DRAINAGE SUMP EFFLUENT FILTERED WATER EFFLUENT WATER FINAL EFFLUENT FILTERED CHLORINATED WATER FLUORIDE FILTERED RAW WATER FILTRATION ASSISTANT CHEMICAL FERMENTER THICKENED SLUDGE FERMENTER SUPERNATANT FILTERED WATER GLYCOL RETURN GLYCOL SUPPLY HOT WATER RETURN HOT WATER SUPPLY INSTRUMENT AIR MEMBRANE FEED WATER MEMBRANE INTEGRITY TEST AIR NON-CHLORINATED PERMEATE NATURAL GAS NANOFILTRATION CONCENTRATE NANOFILTRATION FEED WATER NANOFILTRATION PERMEATE NANOFILTRATION CLEAN-IN-PLACE OVERFLOW

EXISTING

LINE CONTINUATION TO/FROM FLOWSHEETS WITH SOURCE OR DESTINATION DRAWING NUMBER TO BE INSIDE ARROW

SOURCE OR DESTINATION

CONTINUATION ARROW ON THE SAME DRAWING CONNECTOR NUMBER

PROCESS OR INITIATING VARIABLE

BUILDING OR FACILITY BOUNDARY

EQUIPMENT PACKAGE SYSTEM

PRIMARY PROCESS

SECONDARY PROCESS

PROCESS (OPEN CHANNEL)

AIR LINE

MODBUS

T *

TIE-IN (add number)

BKR BLDG BPS

BREAKER BUILDING BOOSTER PUMP STATION

C CAB CB CCT CP CR CT CU

CONDUIT CABINET CIRCUIT BREAKER CIRCUIT CONTROL PANEL CONTROL RELAY CURRENT TRANSFORMER COPPER

DI DIST DO DPDT DWG

DISCRETE INPUT DISTRIBUTION DISCRETE OUPUT DOUBLE POLE DOUBLE THROW DRAWING

EMER EMT ENCL EXP EQPT ETM EXIS

EMERGENCY ELECTRICAL METALLIC TUBING ENCLOSURE EXPLOSION PROOF EQUIPMENT ELAPSED TIME METER EXISTING

FLEX FVR FVNR FWD

FLEXIBLE FULL VOLTAGE REVERSING FULL VOLTAGE NON-REVERSING FORWARD

GEN GND

GENERATOR GROUND

H HH HID HOA HP HPS HTR HVAC HZ

HIGH HIGH HIGH HIGH INTENSITY DISCHARGE HAND-OFF-AUTOMATIC HORSEPOWER HIGH PRESSURE SODIUM HEATER HEATING, VENTILATING, A/C HERTZ - CYCLES PER SECOND

GENERAL NOTES:

I/O I SC

INPUT/OUTPUT SHORT CIRCUIT CURRENT

COMPONENTS AND PANELS SHOWN WITH A SINGLE ASTERISK (*) ARE TO BE PROVIDED AS PART OF A PACKAGE SYSTEM.

JUNCTION BOX

THIS IS A STANDARD LEGEND. THEREFORE, NOT ALL OF THIS INFORMATION MAYBE USED ON THIS PROJECT.

KVA KW KWH

KILO VOLT AMPERES KILOWATTS KILOWATT HOUR

FOR PLANT CONTROL PANELS, SEE I/O LIST TO IDENTIFY I/O CONNECTION FOR EACH DEVICE. SEE ELECTRICAL FLOOR PLANS FOR INSTRUMENTATION AND PANEL LOCATIONS.

L LL LOC LS LTG

LOW LOW LOW LOCAL LEVEL SWITCH LIGHTING

M mA MAN MAG MAX MCC MCP MH MIN

MOTOR MILLIAMPS MANUAL MAGNETIC MAXIMUM MOTOR CONTROL CENTER MOTOR CIRCUIT PROTECTOR MOUNTING HEIGHT MINIMUM, MINUTES

N NC NO NIC NTS

NEUTRAL NORMALLY CLOSED NORMALLY OPEN NOT IN CONTRACT NOT TO SCALE

OVERLOAD RELAY

SUCCEEDING-LETTERS

LETTER

POWDERED ACTIVATED CARBON POWDERED ACTIVATED CARBON SOLUTION POLYALUMINUM CHLORIDE SOLUTION POTASSIUM PERMANGANATE SOLUTION PERMEATE PRE-FILTERED WATER POLYMER FEED PROCESS GAS (OFF GAS) pH ADJUSTMENT SOLUTION PRIMARY INFLUENT POTABLE WATER PROCESS AIR PRIMARY SLUDGE PLANT SERVICE WATER PLANT WATER PROCESS WASTE DRAINAGE PROCESS WATER OVERFLOW PLANT WASTEWATER RETURN ACTIVATED SLUDGE RECYCLED WATER RECIRCULATED WATER RINSE TO WASTE LINE RAW WATER SULPHURIC ACID SANITARY SEWAGE SECONDARY BYPASS SODIUM BISULFITE SOLUTION SCUM SCRUBBER SCUM DUMP / DISCHARGE SECONDARY EFFLUENT SODIUM HYDROXIDE SOLUTION SODIUM HYPOCHLORITE SOLUTION SECONDARY INFLUENT SAMPLE LINE STORM WATER SUBNATANT SUPERNATANT SEAL WATER THICKENED PRIMARY SLUDGE TREATED WATER THICKENED SLUDGE THICKENED WASTE ACTIVATED SLUDGE ULTRAFILTRATION CLEAN-IN-PLACE UNDER DRAIN UTILITY WATER VENT LINE WASTE ACTIVATED SLUDGE

MODIFIER

READOUT OR PASSIVE FUNCTION

ANALYSIS (+)

ALARM

BURNER, COMBUSTION

USER'S CHOICE(*)

USER'S CHOICE (*)

CONTROL

DENSITY (S,G)

VOLTAGE

FLOW RATE

USER'S CHOICE (*)

HAND

CURRENT (ELECTRICAL)

DIFFERENTIAL

MODIFIER

USER'S CHOICE (*)

DEVIATION PRIMARY ELEMENT

RATIO GLASS, GAUGE VIEWING DEVICE

GATE HIGH

INDICATE

POWER

SCAN

TIME, TIME SCHEDULE

TIME RATE OF CHANGE

LEVEL

MOTION, MOTOR

TORQUE

USER'S CHOICE(*)

USER'S CHOICE (*)

ORIFICE, RESTRICTION, OPEN

PRESSURE, VACUUM

QUANTITY

RADIATION

SPEED, FREQUENCY

TEMPERATURE

TRANSMIT

MULTI-VARIABLE

MULTIFUNCTION

CONTROL STATION LIGHT (PILOT)

LOW

MOMENTARY

MIDDLE USER'S CHOICE(*)

USER'S CHOICE(*)

POINT (TEST CONNECTION) INTEGRATE RECORD OR PRINT

RUN

SAFETY

VIBRATION, MECHANICAL ANALYSIS

WEIGHT, FORCE

SWITCH, STATUS

STOP

MULTIFUNCTION

VALVE, DAMPER, LOUVER WELL

UNCLASSIFIED (+)

X AXIS

EVENT, STATE OR PRESENCE

Y AXIS

RELAY, COMPUTE, CONVERT

POSITION

Z AXIS

DRIVE ACTUATOR UNCLASSIFIED FINAL CONTROL ELEMENT

DESCRIPTION

ID CODE

UNCLASSIFIED (+)

EQUIPMENT DESIGNATION CODE LIST ID CODE

OUTPUT FUNCTION

DESCRIPTION

FVS

FULL VOLTAGE STARTER

CPL

CONTROL PANEL

RVS

REDUCED VOLTAGE STARTER

SPL

SCADA PANEL

ASD

ADJUSTABLE SPEED DRIVE

CMP

DESKTOP COMPUTER

MCC

MOTOR CONTROL CENTER

LPT

LAPTOP

XMR

TRANSFORMER

ESW

ETHERNET SWITCH

FCB

FEEDER CIRCUIT BREAKER

RTR

ROUTER

FFD

FEEDER FUSED DISCONNECT

MDM

MODEM

NFD

NON-FUSED DISCONNECT

NWD

NETWORKING DEVICE

PFC

POWER FACTOR CORRECTION CAPACITOR

RAD

RADIO

DPB

DISTRIBUTION PANEL BOARD

PSL

POWER SUPPLY

PJB

POWER WIRING JUNCTION BOX

UPS

UN-INTERRUPTIBLE POWER SUPPLY

CJB

CONTROL WIRING JUNCTION BOX

PLC

PROGRAMMABLE LOGIC CONTROLLER

UNCLASSIFIED (+)

POLE PUSH BUTTON POWER FACTOR PHASE PANEL PANELBOARD POSITION POWER QUALITY MONITOR POTENTIOMETER PRIMARY PRESSURE SWITCH POTENTIAL TRANSFORMER POLYVINYL CHLORIDE

REC REV RGS RTU

RECEPTACLE REVERSE RIGID GALVANIZED STEEL REMOTE TERMINAL UNIT

SCH SEC SEL SW SEQ SH SHT SIG SPR SPDT SPECS SPS SPST ST STD STL SW SYS SYM

SCHEDULE SECONDARY, SECONDS SELECTOR SWITCH SEQUENCE SHIELDED SHEET SIGNAL SPARE SINGLE POLE DOUBLE THROW SPECIFICATIONS SANITARY / STORM PUMP STATION SINGLE POLE SINGLE THROW SHUNT TRIP STANDARD STEEL SWITCH SYSTEM SYMMETRICAL

TB TEMP T'STAT TR TD TS TYP TDON TDOFF TW

TERMINAL BLOCK TEMPERATURE THERMOSTAT TIMING RELAY TIME DELAY TEMPERATURE SWITCH TYPICAL TIME DELAY - ON TIME DELAY - OFF TWISTED

UG UH

UNDERGROUND UNIT HEATER

V VFD

VOLTAGE, VOLTS VARIABLE FREQUENCY DRIVE

W WP

WATTS, WIRE WEATHERPROOF

WTP WWTP

WATER TREATMENT PLANT WASTEWATER TREATMENT PLANT

XFMR XFER

TRANSFORMER TRANSFER

DATA LINK (SUCH AS MODBUS)

NOTES: 1. PROVIDE ADDITIONAL DESIGNATION CODES ON RECORD DRAWINGS, USED FOR THIS PROJECT.

ELECTRIC HARD-WIRED SIGNAL MODBUS

DATA LINK (SUCH AS MODBUS)

PRELIMINARY FOR VALIDATION ONLY SUBJECT TO REVISION

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

VALIDATION PHASE

City of Lloydminster

EXISTING REMOVED

Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

P & ID LEGEND, SYMBOLS AND NOTES DRAWING #:

130

P PB PF PH PNL PNLBD POS PQM POT PRI PS PT PVC

AIR LINE

ELECTRIC HARD-WIRED SIGNAL

SPECIAL ITEM (add item no. from special material list)

AMPERE ALTERNATING CURRENT AIR CONDITIONING AMPERE FRAME, CKT. BKR. RATING ABOVE FINISHED FLOOR ANALOG INPUT ALUMINUM AMPERES, AMPERAGE ANALOG OUTPUT AMPERE TRIP AUTOMATIC TRANSFER SWITCH AUTOMATIC AUXILIARY AMERICAN WIRE GAUGE

NEW

EXISTING ABANDONED SP

PAC PACS PACl POS PERM PFW PF PG pH PI POT PRA PS PSW PW PWD PWOF PWW RAS RCLW RCW RTW RAW SA SAN SB SBS SC SCRB SD SE SHDS SHCS SI SL STM SUB SUP SW TPS TRW TS TWAS UFCIP UD UW VL WAS

ABBREVIATIONS AND LETTER SYMBOLS A AC A/C AF AFF AI AL AMP AO AT ATS AUTO AUX AWG

FIRST-LETTER

LINE LEGEND

CONTINUATION ARROW TO ANOTHER DRAWING

CONNECTOR NUMBER

DESCRIPTION

SERVICE / COMMODITY / ABBREVIATIONS

OPERATOR DISPLAY PANEL

FCV FV FY

INTERNATIONAL SOCIETY OF AUTOMATION

SPECIFICATION CODE

15566-601.1-1 SHEET #:

2 of 35

VALVE SYMBOLS

PUMP AND COMPRESSOR SYMBOLS

PRIMARY ELEMENT

PINCH VALVE

PISTON CHECK VALVE

GATE VALVE

STOP CHECK VALVE

KNIFE GATE VALVE

ANGLE VALVE

GLOBE VALVE

3-WAY VALVE

BALL VALVE

4-WAY VALVE

PLUG VALVE

VELOCITY CHECK VALVE

DIAPHRAGM VALVE

BALL CHECK VALVE

BUTTERFLY VALVE

NEEDLE VALVE

SWING CHECK VALVE

VEE-BALL VALVE

FE -

SLUICE GATE

SILENT GATE VALVE

FE -

FE ORIFICE PLATE c/w ORIFICE FLANGE

SIGHT GLASS FLOW MONITOR

FLOW

PERISTALTIC PUMP

FE -

SCREW PUMP

VENTURI TUBE OR FLOW NOZZLE

M SUBMERSIBLE PUMP HDPE / PE TANK

AIR DIAPHRAGM PUMP

ELECTROMAGNETIC FLOW METER FE -

FE -

M PAIL OR BUCKET ULTRASONIC FLOW METER ON OPEN CHANNEL

SUMP PUMP

CENTRIFUGAL BLOWER

TURBINE OR PROPELLER TYPE PRIMARY ELEMENT

PRESSURE/VACUUM RELIEF VALVE MULTI-PORT VALVE (BALL VALVE SHOWN). FOR OTHER VALVE TYPES APPROPRIATE VALVE SYMBOL SHOWN). ARROWS INDICATE FLOW PATTERN. SEAT PORTS ARE IMPLIED BY INDICATED FLOW PATTERN.

BACK PRESSURE REGULATOR

CHLORINE CYLINDER

ROTARY PUMP

ANNUBAR OR PITOT TUBE

VORTEX SENSING FLOW METER

VACUUM BREAKER

PRESSURE CONTROL

FRP TANK

DIAPHRAGM PUMP

FE -

FLOW INDICATOR ROTAMETER TYPE

PRESSURE RELIEF VALVE

REGULATED SIDE

AIR COMPRESSOR

CORIOLIS METER

BACKFLOW PREVENTER

FLOW

C CENTRIFUGAL PUMP

POSITIVE DISPLACEMENT BLOWER FI -

CORPORATION COCK

TANKS AND STORAGE SYMBOLS

LE -

WELL BORE HOLE PUMP

LS ULTRASONIC SENSOR

METERING PUMP FLOAT LEVEL SWITCH

VERTICAL TURBINE PUMP

M FLOW INDICATOR

PRESSURE TANK

CHEMICAL TOTE

PROGRESSIVE CAVITY PUMP

LE M

LEVEL SWITCH ELECTRODE TYPE

MAG DRIVE PUMP

REFERENCE SYSTEM

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-601-0.dwg Layout: 15566-601.2 Last Saved: Jun 5, 2020 - 8:00 AM Plotted: Thursday, June 11, 2020 8:27:42 AM

GATE SYMBOLS SLUICE GATE

SLIDE/SLUICE GATE

BUTTERFLY

SHEAR

FLAP GATE

STOP LOG

MISCELLANEOUS SYMBOLS COMMODITY

CONNECTOR NUMBER

RAW WATER PID-001 A PRIMARY CLARIFIER

VICTAULIC COUPLING

LINE CONTINUATION TO/FROM FLOWSHEETS WITH SOURCE OR DESTINATION DRAWING NUMBER TO BE INSIDE ARROW

RUPTURE DISK (PRESSURE)

HOSE CONNECTION

ACTUATOR SYMBOLS PNEUMATIC DIAPHRAGM SPRING-OPPOSED, SINGLE OR DOUBLE ACTING

E/H

FO - FAIL OPEN FC - FAIL CLOSE FLP - FAIL TO LAST POSITION

PIPING LINE IDENTIFICATION TAG 200-RAS-DI(52)-1002 SEQUENTIAL PIPE IDENTIFIER (if required)

PROCESS EQUIPMENT NUMBER EQUIPMENT ABBREVIATION

PIPE SPECIFICATION CODE (see code listing) COMMODITY CODE NOMINAL LINE SIZE (mm)

EQUIPMENT IDENTIFICATION TAG

INSTRUMENT IDENTIFICATION TAG INSTRUMENT FUNCTION

EQUIPMENT DESCRIPTION BOOSTER PUMP #1 STARTER FVS-001

INCOMING RAW WATER FLOW FIT-001

3-DIGIT SEQUENTIAL NUMBER OR AS NOTED 3-LETTER EQUIPMENT DESIGNATION CODE (SEE LIST ON DRAWING PID-01 FOR POPULAR CODES)

100-V103-XX

3-DIGIT SEQUENTIAL NUMBER OR AS NOTED 3-LETTER INSTRUMENT DESIGNATION CODE (SEE LIST ON DRAWING PID-01)

AB AC ACF AER B BF C CD CDM CF CH CHL CIP CL CONV CORS CP CR CS CT DAF DMF DO DR E EAF ED EDI EDR EV F FAN FDA FP GF H HF HMI HPB

ABSORBER AIR COMPRESSOR ACTIVATED CARBON FILTER AERATOR BLOWER BAG FILTER CENTRIFUGE, CYCLONE CONDENSER CATALYTIC DESTRUCT MODULE CARTRIDGE FILTER CHILLER CHLORINATOR CLEAN-IN-PLACE CLARIFIER CONVEYOR CATALYTIC OXYGEN REMOVAL SYSTEM CONTROL PANEL CRYSTALIZER CHEMICAL SYSTEM COOLING TOWER, CARBON TOWER DISSOLVED AIR FLOATATION DUAL MEDIA FILTER DISSOLVED OXYGEN DRYER EDUCTOR ENTRAPPED AIR FLOATATION ELECTRODIALYSIS ELECTRODEIONIZATION ELECTRODIALYSIS REVERSAL EVAPORATOR FILTER FAN FORCED DRAFT AERATOR, DEGASIFIER FILTER PRESS GRAVITY FILTER HEATER HEPA FILTER HUMAN-MACHINE INTERFACE HYDRAULIC PRESSURE BOOSTER

CAMLOCK COUPLING

Y-PATTERN STRAINER

ELECTROHYDRAULIC

IDENTIFICATION TAGS P-501

EYE / FACE WASH STATION

PULSATION DAMPENER

FLEXIBLE HOSE

EQUIPMENT ABBREVIATIONS

ON LOSS OF PRIMARY POWER (PNEUMATIC, ELECTRICAL OR HYDRAULIC)

PROCESS EQUIPMENT IDENTIFICATION TAG

RUPTURE DISK (VACUUM)

SCREW OR SOCKET WELD CAP

TIE-IN (add number)

EXPANSION JOINT

NOTE:

XX :

VALVE IDENTIFICATION TAG

T *

MANUAL

ELECTRIC MOTOR

SOLENOID

SPECIAL ITEM (add item no. from special material list)

HYDRAULIC

PNEUMATIC CYLINDER SINGLE OR DOUBLE ACTING ACTUATED BY ONE INPUT

SAFETY STATION SHOWER WITH WIDE AREA EYE / FACE WASH

DIAPHRAGM SEAL

WELD CAP

SOURCE OR DESTINATION

VARIABLE FREQUENCY DRIVE

BLIND FLANGE

HX IX LS MBR MCC MD MF MH ML MMF MX NF OC ORP OZ OZG P PD PLC PX RO RP RT SC SCP SCR SFT SKM SM ST STK STR TK TOC TRB UF UPS UV VD

HEAT EXCHANGER ION EXCHANGER LIME SOFTENER MEMBRANE BIOREACTOR MOTOR CONTROL CENTER MEMBRANE DEGASIFIER MICROFILTRATION MEMBRANE HOUSING, PRESSURE VESSELS FOR MEMBRANES MUFFLER, SILENCER MULTIMEDIA FILTER MIXER NANOFILTRATION OXYGEN CONCENTRATOR OXIDATION REDUCTION POTENTIAL OZONATOR OZONE GENERATOR PUMP PULSATION DAMPENER PROGRAMMABLE LOGIC CONTROLLER PRESSURE EXCHANGER REVERSE OSMOSIS ROTARY PRESS RESIN TRAP SCRUBBER SCRAPER SCREEN SOFTENER SKIMMER STATIC MIXER, INLINE MIXER STEAM TRAP MEMBRANE STACK (ED, EDR, EDI, E-CELL) STRAINER TANK TOTAL ORGANIC CARBON TURBINE ULTRAFILTRATION UNINTERRUPTED POWER SUPPLY ULTRAVIOLET IRRADIATOR VACUUM DEGASIFIER

ROTAMETER

LINE REDUCER

MECHANICAL BAR SCREEN

REMOVABLE SPOOL INLINE FILTER

DRAIN

OPEN DRAIN

TO ATMOS. RELEASE TO ATMOSPHERE

STATIC INLINE MIXER

AIR DIFFUSER HEADER

M MACERATOR INSULATION

MECHANICAL INLINE MIXER TURBINE COMPRESSOR

FLEXIBLE COUPLING

AIR / VACUUM VALVE

FLEXIBLE COUPLING

HOSE BIBB

CHEMICAL INJECTION SPOOL

ELECTRIC MOTOR

AGITATOR OR MIXER

CALIBRATION COLUMN

PI -

EJECTOR / EDUCTOR

PRESSURE GAUGE

WEIR FLOW INDICATOR ROTAMETER TYPE

PRELIMINARY FOR VALIDATION ONLY SUBJECT TO REVISION

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

VALVE SEQUENTIAL NUMBER (IF REQUIRED) VALVE DESIGNATION CODE VALVE FUNCTIONAL CODE VALVE SIZE

VALIDATION PHASE

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

P & ID LEGEND, SYMBOLS AND NOTES DRAWING #:

15566-601.2-1 SHEET #:

3 of 35

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

131

MECHANICAL BAR SCREEN PACKAGE

01-LIT 102A-1

SCREEN CONTROLLER C-102-1

01-LE 102A-1

01-LIT 102B-1 01-LE 102B-1

DRN

15566-603-0

SAN

EX-E

FROM COARSE SCREEN WASHER / COMPACTOR No. 1

FROM SEPTAGE

01-LYLL 001

01-LYHH 001

01-LE 001

01-LSLL 001

01-LSHH 001

04-MSG188-4

04-BS-101-1

01-FIT -

04-MSG188-1

FROM COLLECTION SYSTEM

01-FE -

04-SG199-1

EX-SA-1018 EX-SA-11

INLET CHAMBER

SCREEN CONTROLLER C-102-2

01-LIT 102A-2 01-LE 102A-2

01-LIT 102B-2 01-LE 102B-2

04-BS-101-2

04-MSG188-5

50x75 04-V116-3

FROM COARSE SCREEN WASHER / COMPACTOR No. 2

04-MBS-102-2

04-V108-2

04-V116-4

04-V116-1 04-V108-1

04-V116-2 04-LSC 001

04-PI 001-1

DO 04-PI 001-2

04-BS-101-3

01-FIT 001B 01-FE 001B

SAN

EX-C 04-SL189-2

EX-SA-1018 EXISTING MANHOLE

EX-SA-11

EXISTING MANHOLE

04-RT-001 ROCK TRAP

04-SP-001-1

04-SP-001-2

04-SP-001-1

04-SP-001-2

SUMP PUMP No. 1

04-SL189-3

04-BS-101-1

SUMP PUMP No. 2

04-BS-101-2

MANUALLY CLEANED BAR SCREEN

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

MANUALLY CLEANED BAR SCREEN

04-BS-101-3

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

ENGINEER

MLL PG/GD PG/GD

DRN

DES

CHK

04-MSG188-6

04-MBS-102-1

MANUALLY CLEANED BAR SCREEN

VALIDATION PHASE

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

EX-D

04-MSG188-3

04-SL189-5

50x75

DRN

15566-603-0

PERMIT

132

MECHANICAL BAR SCREEN PACKAGE 04-MSG188-2

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-602-0.dwg Layout: 15566-602 Last Saved: Jun 11, 2020 - 8:41 AM Plotted: Thursday, June 11, 2020 12:39:39 PM

04-SL189-1 04-SG199-2 (FUTURE)

. TO 08-MH-001

04-SL189-4

04-SG198-1

SAN

FUTURE

RAW SEWAGE LINE

FUTURE .

04-MBS-102-1

01-LIT 001

RAW SEWAGE

04-RT-001

COARSE SCREEN No. 2

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

N.T.S.

15566-604-0

08-MH-002

04-MBS-102-2

COARSE SCREEN No. 1

SCALE:

04-SL189-6

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM COARSE SCREENS

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-602-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

4 of 35

SCREENING WASHER / COMPACTOR PACKAGE COMPACTOR CONTROLLER CC-201-2 SCREENING

EX-A

15566-602-0

INFLUENT SCREEN No. 1

CHUTE 04-FV 201-1

S M

N.C. M SCREENING WASHER / COMPACTOR PACKAGE COMPACTOR CONTROLLER CC-201-2

04-SWC-201-1

SCREENING

EX-B

15566-602-0

INFLUENT SCREEN No. 2

CHUTE 04-FV 201-2

SERVICE WATER PUMP CONTROLLER C-203

S M

N.C. M

VENT

DRN

SELF CONTAINED SERVICE WATER PUMP PACKAGE

04-SWC-201-2

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-603-0.dwg Layout: 15566-603 Last Saved: Jun 11, 2020 - 8:42 AM Plotted: Thursday, June 11, 2020 12:40:34 PM

PSW

15566-618-0

50mm

EX-E

15566-602-0

TO COARSE SCREEN No. 1 OUTLET

PLANT SERVICE WATER PUMPS .-PS .

DRN

FLUSHING POINTS

EX-D

15566-602-0

TO COARSE SCREEN No. 2 OUTLET

93-P-001-1

50Ø

93-TK-001 CHUTE

93-P-001-2

04-GB-202-1

HOT WATER

CHUTE

SCREENING TO LANDFILL

04-GB-202-2

32Ø

FROM EXISTING MECHANICAL ROOM

93-TK-001

COARSE SCREENS SERVICE WATER TANK

93-P-001-1

SERVICE WATER PUMP No. 1

93-P-001-2

04-SWC-201-1

SERVICE WATER PUMP No. 2

04-SWC-201-2

COARSE SCREEN WASHER / COMPACTOR No. 1

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

ENGINEER

04-GB-202-2

EX. SCREENINGS CONTAINER

VALIDATION PHASE PERMIT

04-GB-202-1

COARSE SCREEN WASHER / COMPACTOR No. 2

MLL PG/GD PG/GD

DRN

DES

CHK

EX. SCREENINGS CONTAINER

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM COARSE SCREENS WASHERS / COMPACTORS

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-603-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

5 of 35

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

133

08-MS-502-1

08-MS-503-1

08-YL 503-1 08-HS 503-1

08-YL 505-1 08-HS 505-1

08-MS-505-1

08-V116-24 HOA

HOA

08-YL 505-2 08-HS 505-2

08-MS-505-2

08-V116-25

HOA

SCUM

08-CD-503-1

08-P-505-1

750-PE-SS304 (SCH 40S)-105

08-V200-10

08-CL-501-1

750-PE-SS304 (SCH 40S)-103

RUNNING

RUN COMMAND

REMOTE (AUTO)

RUNNING

08-HS 502-2

HOA

08-MS-503-2

08-YL 503-2 08-HS 503-2

HOA

250-PS-DI (GL)-113

15566-633-0

TO SLUDGE MANAGEMENT .

SPEED

RUNNING

-V

12 619 -V 08

08-V200-5

08-P-501-1

PE 750-PE-SS304 (SCH 40S)-106 08-V200-14

08-CL-501-2

C PE

750-PE-SS304 (SCH 40S)-104

08-V200-6

08-VFD-501-2

08-P-501-3

-V

-5

SPEED

08-V200-17

08-V200-13

RUNNING

50x250

08-YA 501-2

RUN COMMAND

08-V116-3

M 250x50

08-KQI 501-2

REMOTE (AUTO)

RANGE: 0-50 PSI

08-PI 501-3

08-V116-2

250-PS-DI (GL)-112

08-V200-15

08-YL 501-2 08-HS 501-2

HOA

15566-605-0

TO WET WEATHER FLOW SPLITTER CHAMBER

RANGE: 0-50 PSI 08-PI 501-2

08-TSH 501-2

08-V116-6

M 250x50

250-PS-DI (GL)-112

08-GR-502-2

50x250

08-V200-16

08-V200-4

08-P-501-2

-1

-V

19 6

-1

08-V200-2

08-V200-9

15566-605-0

TO WET WEATHER FLOW SPLITTER CHAMBER

250-PS-DI (GL)-113

16-V200-4

08-MH-002 NEW MANHOLE

08-CL-501-1

PRIMARY CLARIFIER No. 1

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

08-CL-501-2

08-GR-502-1

PRIMARY CLARIFIER No. 2

08-GR-502-2

GRINDER No. 1

GRINDER No. 2

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

VALIDATION PHASE PERMIT

134

RANGE: 0 - 2 L/s PS

08-V200-3

08-V199-2

150-WAS/SCUM-SS304 (SCH 40S)-108

FROM WAS / SCUM PUMPS

08-FE 501

08-FV 501-2

M 08-V200-7

HH 08-FA H 501 L LL

08-V200-12

19 6

15566-632-0

08-CD-503-2

08-V116-4 50x250

-V

08-PI 501-1

08-FI 501

WAS/SCUM

08-FQI 501

RANGE: 0-50 PSI

250-PS-DI (GL)-113

400-SAN-SS304 (SCH 40S)-107

FROM PORTABLE RETURN PUMPS

08-V200-1

08-GR-502-1

250-PS-DI (GL)-111

15566-606-0

08-CD-502-2

HOA

1000-SAN-CONC-102

08-HS 501-1

250x50 08-V200-8

RANGE: 0 - 300 L/s

08-YL 501-1

M 08-TSH 503-2

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-604-0.dwg Layout: 15566-604 Last Saved: Jun 11, 2020 - 11:02 AM Plotted: Thursday, June 11, 2020 12:41:15 PM

08-FE 502

08-VFD-501-1

250-PS-DI (GL)-111

SAN

08-TSH 501-1

08-HS 501-3

08-VFD-501-3

HOA

08-V116-1

08-FI 502

08-MS-502-2

08-YL 502-2

08-YL 501-3

15566-605-0

TO WET WEATHER FLOW SPLITTER CHAMBER

08-V116-5

08-FQI 502

TO MANHOLE 12 (SA-12) .

HH 08-FA H 502 L LL

RUN COMMAND

PVC SS304 (SCH 40S)

SAN

EX-F

REMOTE (AUTO)

08-V199-8

08-YA 501-1

RUN COMMAND

B 08-KQI 501-1

REMOTE (AUTO)

SPEED

1500mm

RUNNING

08-YA 503-2

08-YA 501-3

RUN COMMAND

08-KQI 503-2

1500Ø

08-MH-002 15566-605-0

08-YA 502-2

08-KQI 501-3

REMOTE (AUTO)

08-V199-7

FROM EXISTING SCREENS .

08-KQI 502-2

350-SCUM-SS304 (SCH 10S)-109

SS304 (SCH 40S) CONC

1500-SAN-CONC-102

15566-602-0

15566-605-0

TO WET WEATHER FLOW SPLITTER CHAMBER

08-V200-11

EX-C

08-P-505-2

08-TK-505

08-FV 501-1

08-V199-1

SAN

15566-633-0

TO SLUDGE MANAGEMENT

TO LANDFILL / HYDROCARBON .FACILITY VIA HYDROVAC TRUCKS

08-CD-502-1

08-V116-23

350-SCUM-SS304 (SCH 10S)-109

08-TSH 503-1

1000-SAN-CONC-102

RUNNING

RANGE: 0 - 50 PSI

08-PI 505-2

08-V116-22

08-YA 505-2

RUN COMMAND

08-FA 505

08-KQI 505-2

REMOTE (AUTO)

08-FI 505

REMOTE (AUTO)

RUNNING

HOA

RUN COMMAND

REMOTE (AUTO)

RUNNING

RUN COMMAND

REMOTE (AUTO)

08-YL 502-1 08-HS 502-1

08-FQI 505

08-V108-2 08-V114-2

100-PE-SS304 (SCH 40S)-259

08-V116-21

AI DI

08-V108-1 08-V114-1

08-YA 503-1

08-YA 505-1

RUNNING

08-KQI 503-1

08-KQI 505-1

RUN COMMAND

08-YA 502-1

RANGE: 08-PI 0 - 50 PSI 505-1

08-FIT 505

08-V116-20

HDPE SS304 (SCH 40S)

08-KQI 502-1

100-PE-SS304 (SCH 40S)-259

100-PE-HDPE-259

ENGINEER

MLL PG/GD PG/GD

DRN

DES

CHK

08-TK-505 SCUM TANK

08-P-501-3

PRIMARY SLUDGE PUMP No. 3

08-P-501-1

PRIMARY SLUDGE PUMP No. 1

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

08-P-501-2

PRIMARY SLUDGE PUMP No. 2

08-P-505-1 SCUM PUMP No. 1

08-P-505-2 SCUM PUMP No. 1

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM PRIMARY CLARIFIER

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-604-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

6 of 35

PSW

HIGH UPSTREAM LEVEL

HIGH LEVEL FLOAT SWITCH

COMPACTOR FAULT

08-LAL 101-1

PLANT SERVICE WATER PUMPS

08-LAH 101-1

LOW LEVEL

08-LIC 101-1

HIGH LEVEL

08-LSLL 101-1

08-LSHH 101-1

HH 08-LA H 101-1 L LL

08-LIT 101-1

HH 08-LA H 101-2 L LL

08-LIC 101-2

EQ TANK LEVEL

EQUIPMENT PACKAGE

DUTY 08-HS STANDBY 102

50-PSW-PVC (SCH 80)-138

15566-618-0

DUTY 08-HS STANDBY 101

NOTE: 1. PUMPS TO BE EQUIPPED WITH MIXING VALVE. 2. BAND SCREEN & COMPACTOR No. 1 LOCATED WITHIN EQUALIZATION COMPARTMENT No. 1. BAND SCREEN & COMPACTOR No. 2 LOCATED WITHIN EQUALIZATION COMPARTMENT No. 2.

HIGH HIGH DIFF LEVEL

SCREEN VFD FAULT

SCREEN FAULT

COMPACTOR RUNNING

SCREEN RUNNING

EQ TANK LEVEL

RANGE: 0-6m

08-LAL 102-2

RANGE: 0-6m

08-LIT 101-2

08-LAH 102-2

LOW LEVEL

08-LSLL 102-2

HH 08-LA H 102-3 L LL

08-LIC 102-3

HIGH LEVEL

EQ TANK LEVEL

08-LSHH 102-2

08-LIC 102-4

RANGE: 0-6m

08-LIT 102-3

08-LIT 102-4

HH 08-LA H 102-4 L LL

EQ TANK LEVEL

RANGE: 0-6m

08-FV 001

CONTROL PANEL

93-V118-1

FROM PROCESS CONTROLLER

93-V118-2

08-LIT 001-1

08-FIC 101

93-V118-3

08-FA 101

08-YA 101-4

M M

08-AI 101

SCREENING BAG 08-LE 001-2

1500mm

08-KQI 101-1

08-V199-3

08-YA 101-2

08-KQI 101-3

08-YA 101-3

08-KQI 101-4

08-YA 101-4

08-YL 101-4 08-HS 101-4

08-VFD-101-4

250Ø

15566-604-0

08-V116-27 250Ø

750-PE-SS304 (SCH 40S)-106 08-LIT 002-1

93-V118-5

FROM PRIMARY CLARIFIER .

93-V118-6

SAMPLE CONNECTION

750-PE-SS304 (SCH 40S)-104

08-V116-28

1500mm

002-2

08-P-101-1

08-V199-9

250x350

1200-OF-SS304 (SCH 40S)-120

08-CH-100

08-CH-101-1

250x350

08-BS-002

250-PE-SS304 (SCH 10S)-115

250-PE-SS304 (SCH 10S)-114

08-V199-4

08-P-101-2

08-CH-101-2

08-P-101-3

(NOTE 1)

RANGE: 08-V106-3 0-345kPa 0-50 psi

08-PI 101-4

SAMPLE CONNECTION 08-V116-29

08-V116-14

08-LE 002-1

08-V116-13

SCREENING BAG 08-LE

250x350

FROM PRIMARY CLARIFIER .

250-PE-SS304 (SCH 10S)-117

15566-604-0

250x350

250-PE-SS304 (SCH 10S)-116

RANGE: 08-V106-2 0-345kPa 0-50 psi

08-PI 101-3

RANGE: 0-35 °C

EQ pH

08-TIT 102

08-TI 102

08-V196-1

08-V196-2

VALVE CHAMBER

08-V196-3

08-V106-4

08-V196-4

SAMPLE CONNECTION

08-P-101-4 (NOTE 1)

(NOTE 1) SAN

1200-SAN-CONC-016

EX-H

08-MH-005

15566-606-0

TO WET WEATHER MANAGEMENT

SAN

EX-F

15566-607-0

08-TW 102

RANGE: 08-V106-1 0-345kPa 0-50 psi

08-PI 101-2

SAMPLE CONNECTION

CONTROL PANEL VFD

93-V118-4

08-V116-15

08-V116-8

08-FV 002

600Ø

08-V116-9

15566-604-0

FROM PRIMARY CLARIFIER .

08-V116-12

08-V116-11

EQUIPMENT PACKAGE 750-PE-SS304 (SCH 40S)-103

08-FCV 101

TO SPLITTER BOX

RANGE: 0-345kPa 0-50 psi

08-PI 101-1 HOA

08-ZT 101

RANGE: 0 - 300 L/s

pH RANGE: 08-AE 0 - 14 101

08-V116-26

08-FE 101

08-AIT 101

SPEED

HOA

08-FIT 101

EQ pH

08-V116-7

08-VFD-101-3

REMOTE (AUTO)

08-YL 101-3 08-HS 101-3

RUNNING

RUN COMMAND

08-V116-10

08-VFD-101-2

HOA

SPEED

08-YL 101-2 08-HS 101-2

RUNNING

RUN COMMAND

REMOTE (AUTO)

RUNNING

HOA

RUN COMMAND

08-YL 101-1 08-HS 101-1

REMOTE (AUTO)

SPEED

RUNNING

08-VFD-101-1

FROM PRIMARY CLARIFIER .

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-605-0.dwg Layout: 15566-605 Last Saved: Jun 11, 2020 - 8:47 AM Plotted: Thursday, June 11, 2020 12:41:55 PM

RUN COMMAND

REMOTE (AUTO)

HIGH LEVEL FLOAT SWITCH

HIGH UPSTREAM LEVEL

COMPACTOR FAULT

15566-604-0

750-PE-SS304 (SCH 40S)-105

HIGH HIGH DIFF LEVEL

COMPACTOR RUNNING

FROM EFFLUENT / BP STORAGE TANK

08-KQI 101-2

08-BS-001

650-OF-SS304 (SCH 40S)-121

SCREEN VFD FAULT

15566-617-0

SCREEN FAULT

SCREEN RUNNING

08-YA 101-1

EQ pH

600-PE-SS304 (SCH 40S)-118

08-LE 001-1

SAN

15566-604-0

FROM NEW MANHOLE .

08-SA-012

EXISTING MANHOLE 12

1200-SAN-CONC-009

EX-G

08-SA-012

15566-606-0

TO WET WEATHER MANAGEMENT

08-CH-100

WET WEATHER FLOW SPLITTER CHAMBER

08-MH-005

EXISTING MANHOLE 5

08-BS-001

BAND SCREEN No. 1 WITH COMPACTOR

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

EQUALIZATION PUMP No. 1

08-P-101-2

08-CH-101-1

EQUALIZATION CONPARTMENT No. 1

EQUALIZATION PUMP No. 2

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

VALIDATION PHASE PERMIT

08-P-101-1

08-BS-002

BAND SCREEN No. 2 WITH COMPACTOR

ENGINEER

MLL PG/GD PG/GD

DRN

DES

CHK

08-P-101-3

08-CH-101-2

EQUALIZATION PUMP No. 3

EQUALIZATION COMPARTMENT No. 2

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

08-P-101-4

EQUALIZATION PUMP No. 4

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM EQUALIZATION TANK PUMPING STATION

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-605-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

7 of 35

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

135

SAN 450-SAN-SS304 (SCH 40S)-107

QUICK CONNECT

15566-604-0

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-606-0.dwg Layout: 15566-606 Last Saved: Jun 11, 2020 - 8:50 AM Plotted: Thursday, June 11, 2020 12:42:34 PM

TO PRIMARY CLARIFIER

SAN SAN

EX-H

15566-605-0

08-WC-102

1200-SAN-CONC-016

OVERFLOW TO NEALE EDMUNDS COMPLEX

FROM EXISTING MANHOLE 5 SAN

EX-G

15566-605-0

1200-SAN-CONC-009

FROM MANHOLE 12 (SA-12) 450-SAN-HDPE-123

QUICK CONNECT

450-SAN-HDPE-125

QUICK CONNECT

SAN

15566-633-0

100-SAN-HDPE-124

QUICK CONNECT

FROM SLUDGE MANAGEMENT .

08-WC-102

08-WC-103

WET WEATHER MANAGEMENT CELL EXISTING LAGOON CELL #2

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

WET WEATHER MANAGEMENT CELL EXISTING LAGOON CELL #3

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

VALIDATION PHASE PERMIT

136

08-WC-103

ENGINEER

MLL PG/GD PG/GD

DRN

DES

CHK

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM WET WEATHER MANAGEMENT

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-606-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

8 of 35

XXX

FUTURE CARBON SOURCE . ALS

15566-628-0

25-ALS-PVC (SCH 80)-136

FROM ALUM SULFATE FEED SYS. . SHDS

15566-630-0

25-SHDS-PVC (SCH 80)-137

10-V118-8

10-V118-38

FROM SODIUM HYDROXIDE FEED .SYS.

10-FV 302

10-FV 602

.-. . DO

10-V121-4

10-V121-3

1000-RAS/DRN-SS316 (SCH 40S)-135

1200-PE-CONC-132

16-V199-1

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-607-0.dwg Layout: 15566-607 Last Saved: Jun 11, 2020 - 8:52 AM Plotted: Thursday, June 11, 2020 12:43:15 PM

15566-605-0

600-PE-SS304 (SCH 40S)-118

1200-PE-CONC-133

SPLITTER BOX

16-V199-2

FROM EQUALIZATION PUMPS .

15566-608-0

ANOXIC ZONE No. 1 . PE

15566-609-0

ANOXIC ZONE No. 2 . 1200-PE-CONC-134

16-V199-3

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

VALIDATION PHASE PERMIT

ENGINEER

MLL PG/GD PG/GD

DRN

DES

CHK

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM SPLITTER BOX

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-607-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

9 of 35

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

137

NOTES: 1. ALL EQUIPMENT ON THIS SHEET IS DESIGNED TO BE INSTALLED IN A NON-CLASSIFIED AREA (PER NFPA 820). 2. PORTION OF THE AIR LINE NEEDS TO BE ROOTED A MINIMUM OF 2 FEET ABOVE MAXIMUM LIQUID LEVEL IN TANK BEING AERATED TO PREVENT WATER BACK FLOW. 3. FOLLOW MANUFACTURER'S RECOMMENDATION REGARDING INSTALLATION REQUIREMENTS, INCLUDING NUMBER OF STRAIGHT PIPE RUNS. PIPING MUST BE ARRANGED SO MAG IS ALWAYS FLOODED. 4. LSLL IS PLACED 1 FEET BELOW TOP OF TANK.

AER

15566-622-0

25mm

16-FV 401-1

300-AER-SS304 (SCH 10S)-142

BLOW OFF VALVE

FROM BIOREACTOR BLOWERS

RUNNING

RUN COMMAND

16-YA 201-1

16-LAHH 401-1

16-LIC 401-1

LEAK

16-KQI 16-LAH 201-1 201-1

HH 16-LA H 401-1 L LL

16-AI 402-1

16-AA H 402-1 L

16-AI 401-1

16-AA H 401-1 L

TEMP. LEAK 16-TY 201-1

16-LY 201-1

16-V102-2

16-MS-201-1

LEVEL

16-LSL 401-1

16-TSH 16-LSH 201-1 201-1

16-LIT 401-1

LEVEL

RANGE: 0 - 7m

16-AIT 402-1

pH 0-14

16-AIT 401-1

DO 0-10ppm

1000-PE-CONC-132

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-608-0.dwg Layout: 15566-608 Last Saved: Jun 11, 2020 - 8:53 AM Plotted: Thursday, June 11, 2020 12:44:01 PM

WAS/SCUM 16-AE 402-1

16-D-401-1

16-A-201-1

1000-MLSS-CONC-140 16-V199-5

16-A-201-1

16-TK-201-1

16-D-401-1

ANOXIC TANK No. MIXER

ANOXIC TANK No. 1

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

15566-611-0

TO BIOREACTOR OUTLET CHANNEL

AEROBIC TANK No. 1

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

ENGINEER

MLSS

16-TK-401-1

FINE BUBBLE DIFFUSERS No. 1

VALIDATION PHASE

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

15566-632-0

16-TK-401-1

16-TK-201-1

TO SLUDGE MANAGEMENT

16-V199-4

PERMIT

138

100-WAS/SCUM-SS304 (SCH 40S)-141

16-AE 401-1

MLL PG/GD PG/GD

DRN

DES

CHK

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM BIOREACTOR TRAIN No. 1

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-608-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

10 of 35

25mm

16-FV 401-2

AER

15566-622-0

300-AER-SS304 (SCH 10S)-142

BLOW OFF VALVE

FROM BIOREACTOR BLOWERS .

RUNNING

RUN COMMAND

16-YA 201-2

16-LAHH 401-2

16-LIC 401-2

LEAK

16-KQI 16-LAH 201-2 201-2

HH 16-LA H 401-2 L LL

16-AI 402-2

16-AA H 402-2 L

16-AI 401-2

16-AA H 401-2 L

TEMP. LEAK 16-TY 201-2

16-LY 201-2

16-V102-3

16-MS-201-2

16-LSL 401-2

16-TSH 16-LSH 201-2 201-2

15566-607-0

LEVEL

16-LIT 401-2

LEVEL

RANGE: 0 - 7m

16-AIT 402-2

pH 0-14

16-AIT 401-2

DO 0-10ppm

1000-PE-CONC-133

FROM SPLITTER BOX . Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-609-0.dwg Layout: 15566-609 Last Saved: Jun 11, 2020 - 8:58 AM Plotted: Thursday, June 11, 2020 12:44:38 PM

16-AE 402-2

100-WAS/SCUM-SS304 (SCH 40S)-144

16-AE 401-2

16-D-401-2

16-A-201-2

1000-MLSS-CONC-143 16-V199-7

16-A-201-2

ANOXIC TANK No. 2

PERMIT

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

ENGINEER

15566-611-0

TO BIOREACTOR OUTLET CHANNEL

AEROBIC TANK No. 2

FINE BUBBLE DIFFUSERS No. 2

VALIDATION PHASE

MLSS

16-TK-401-2

16-D-401-2

ANOXIC TANK No. 2 MIXER

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

15566-632-0

16-TK-401-2

16-TK-201-2

TO SLUDGE MANAGEMENT

16-V199-6

WAS/SCUM

MLL PG/GD PG/GD

DRN

DES

CHK

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM BIOREACTOR TRAIN No. 2

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-609-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

11 of 35

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

139

AER

15566-622-0

25mm

16-FV 401-3

300-AER-SS304 (SCH 10S)-142

BLOW OFF VALVE

FROM BIOREACTOR BLOWERS .

RUNNING

RUN COMMAND

16-YA 201-3

16-LAHH 401-3

16-LIC 401-3

LEAK

16-KQI 16-LAH 201-3 201-3

HH 16-LA H 401-3 L LL

16-AI 402-3

16-AA H 402-3 L

16-AI 401-3

16-AA H 401-3 L

TEMP. LEAK 16-TY 201-3

16-LY 201-3

16-V102-4

16-MS-301-3

16-LSL 401-3

16-TSH 16-LSH 201-3 201-3

15566-607-0

LEVEL

16-LIT 401-3

LEVEL

RANGE: 0 - 7m

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-610-0.dwg Layout: 15566-610 Last Saved: Jun 11, 2020 - 8:58 AM Plotted: Thursday, June 11, 2020 12:45:15 PM

16-AIT 402-3

pH 0-14

16-AIT 401-3

DO 0-10ppm

1000-PE-CONC-134

FROM SPLITTER BOX .

WAS/SCUM 16-AE 402-3

100-WAS/SCUM-SS304 (SCH 40S)-146

16-AE 401-3

16-D-401-3

16-A-201-3

1000-MLSS-CONC-145 16-V199-9

16-TK-201-3 ANOXIC TANK No. 3

16-A-201-3

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

ENGINEER

15566-611-0

TO BIOREACTOR OUTLET CHANNEL

AEROBIC TANK No. 3

FINE BUBBLE DIFFUSERS No. 3

VALIDATION PHASE

MLSS

16-TK-401-3

16-D-401-3

ANOXIC TANK No. 3 MIXER

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

15566-632-0

16-TK-401-3

16-TK-201-3

TO SLUDGE MANAGEMENT

16-V199-8

PERMIT

140

MLL PG/GD PG/GD

DRN

DES

CHK

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM BIOREACTOR TRAIN No. 3

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-610-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

12 of 35

NOTE 1. ALL EQUIPMENT ON THIS SHEET IS DESIGNED TO BE INSTALLED IN A NON-CLASSIFIED AREA (PER NFPA 820). 2. CONNECTION TO BE LOCATED AT HIGHEST POINT ON PERMEATE PIPE. 3. LSHH IS PLACED 1 FEET BELOW TOP OF TANK. 4. LSLL IS FOR MEMBRANE PROTECTIONS. 5. TANKS TO HAVE REMOVABLE COVERS.

AIR 250-AIR-SS304 (SCH 10S)-151

15566-625-0

20-LIC 201-1

20-LA 201-1

LEVEL

HH H L LL

20-PI 201-1

20-PA 201-1

HH H L LL

20-V101-5

20-V101-4

20-V101-3

20-V101-2

20-V101-1

20-V102-5

100-AIR-SS304 (SCH 10S)-151

20-LIT 201-1 20-LS 201-1

20-LS 201-2

RANGE: 0 - 3.5m

25-VL-SS304 (SCH 10S)-163

20-LE 201-1

20-TK-201-1

2% SLOPE

20-LSHH 201-3

20-LSLL 201-4

20-LIC 201-2

20-LA 201-2

LEVEL

HH H L LL

20-PI 201-1

500-MLR-SS304 (SCH 10S)-155

20-PA 201-1

HH H L LL

20-PIT 201-2

20-V101-15

20-V101-14

20-V101-13

20-V101-12

20-V101-11

25-AIR/VACUUM-SS304 (SCH 10S)-162

-103kPa - +103kPa -15psi - +15psi

15566-627-0

TO VACUUM EJECTOR .

20-PE 201-2

PERM/BPW 250-PERM/BPW-SS304 (SCH 10S)-154

15566-614-0

20-LIT RANGE: 201-2 0 - 3.5m

20-V102-15

100-AIR-SS304 (SCH 10S)-152

TO/FROM PERMEATE/BACKPULSE PUMP

20-LS 201-3

20-LS 201-4

VL 25-VL-SS304 (SCH 10S)-164

20-LE 201-2

15566-627-0

EXHAUST FROM VACUUM EJECTOR .

100Ø

20-V102-14

100-AIR-SS304 (SCH 10S)-152

100Ø

20-V102-13

100-AIR-SS304 (SCH 10S)-152

100Ø

20-V102-12

100-AIR-SS304 (SCH 10S)-152

1000-MLSS-CONC-145

100Ø

20-V102-11

1000-MLSS-CONC-143

100Ø

15566-610-0

(NOTE 2)

100-AIR-SS304 (SCH 10S)-152

1000-MLSS-CONC-140

FROM BIOREACTOR TRAIN No. 2 .

IAS

AIR/VACUUM 2000-MLSS-CONC-147

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-611-0.dwg Layout: 15566-611 Last Saved: Jun 11, 2020 - 9:04 AM Plotted: Thursday, June 11, 2020 12:46:08 PM

250-AIR-SS304 (SCH 10S)-152

FROM BIOREACTOR TRAIN No. 1 .

MLSS

B C

MEMBRANE TANK No.1

15566-625-0

15566-609-0

20-FV 201-1

20-TK-201-1

FROM MEMBRANE BLOWERS .

EXHAUST

1200-OF-SS304 (SCH 40S)-148

AIR

MLSS

EXHAUST FROM VACUUM EJECTOR .

TO SLUDGE MANAGEMENT

15566-608-0

15566-627-0

15566-614-0

2000-MLSS-CONC-147

20-V199-1

MLSS

TO/FROM PERMEATE/BACKPULSE PUMP

15566-627-0

PERM/BPW 250-PERM/BPW-SS304 (SCH 10S)-153

750-MFW-CONC-149

TO VACUUM EJECTOR .

20-PE 201-1

BIOREACTOR OUTLET CHANNEL

15566-633-0

25-AIR/VACUUM-SS304 (SCH 10S)-161

-103kPa - +103kPa -15psi - +15psi

100Ø

20-V102-4

100-AIR-SS304 (SCH 10S)-151

100Ø

20-V102-3

100-AIR-SS304 (SCH 10S)-151

100Ø

20-V102-2

100-AIR-SS304 (SCH 10S)-151

20-V102-1

100-AIR-SS304 (SCH 10S)-151

20-PIT 201-1

(NOTE 2)

100Ø MLSS

15566-612-0

20-LSLL 201-2

AIR/VACUUM

FROM MEMBRANE BLOWERS .

100Ø

20-LSHH 201-1

FROM BIOREACTOR TRAIN No. 3 .

750-MFW-CONC-150 MLSS

15566-613-0

EXHAUST D

20-V199-2

20-TK-201-2

2000-MLSS-CONC-147

BIOREACTOR OUTLET CHANNEL

20-FV 201-2

2% SLOPE

B C

IAS

500-MLR-SS304 (SCH 10S)-156

20-TK-201-2

MEMBRANE TANK No. 2

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

VALIDATION PHASE PERMIT

ENGINEER

MLL PG/GD PG/GD

DRN

DES

CHK

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM MEMBRANE TRAIN No. 1 & 2

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-611-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

13 of 35

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

141

AIR

20-LSLL 201-6

20-LIC 201-3

20-LA 201-3

LEVEL

HH H L LL

20-PI 201-3

20-PA 201-3

HH H L LL

20-PIT 201-3

20-V101-25

20-V101-24

20-V101-23

20-V101-21

20-V101-22

250-AIR-SS304 (SCH 10S)-167

25-AIR/VACUUM-SS304 (SCH 10S)-177

-103kPa - +103kPa -15psi - +15psi

20-PE 201-3

100-AIR-SS304 (SCH 10S)-167

15566-627-0

250-PERM/BPW-SS304 (SCH 10S)-169

PERM/BPW

15566-615-0

20-V102-25

20-LIT RANGE: 201-3 0 - 3.5m 20-LS 201-5

20-LS 201-6

25-VL-SS304 (SCH 10S)-179

20-LE 201-3

15566-627-0

EXHAUST FROM VACUUM EJECTOR .

100mm

20-V102-24

100-AIR-SS304 (SCH 10S)-167

TO/FROM PERMEATE/BACKPULSE PUMP

100mm

20-V102-23

100-AIR-SS304 (SCH 10S)-167

20-V102-21

100-AIR-SS304 (SCH 10S)-167 100mm

AIR/VACUUM

TO VACUUM EJECTOR .

(NOTE 2)

20-V102-22

15566-625-0

100mm

FROM MEMBRANE BLOWERS .

20-LSHH 201-5

MLSS

15566-611-0

BIOREACTOR OUTLET CHANNEL

750-MFW-CONC-165

EXHAUST D

20-V199-3

20-TK-201-3

20-FV 201-3

2% SLOPE

B C

IAS

MLR

500-MLR-SS304 (SCH 10S)-171

20-TK-201-3

250-AIR-SS316L (SCH 10)-168

15566-625-0

20-LSHH 201-7

20-LSLL 201-8

20-LIC 201-4

20-LA 201-4

LEVEL

HH H L LL

20-PI 201-4

20-PA 201-4

HH H L LL

20-V101-35

20-V101-34

20-V101-33

20-V101-32

20-V101-31

20-PIT 201-4

25-AIR/VACUUM-SS304 (SCH 10S)-178

-103kPa - +103kPa -15psi - +15psi

20-PE 201-4

250-PERM/BPW-SS304 (SCH 10S)-170

20-LIT RANGE: 201-4 0 - 3.5m

20-V102-35

100-AIR-SS304 (SCH 10S)-168

15566-627-0

20-LS 201-7

20-LS 201-8

25-VL-SS304 (SCH 10S)-180

20-LE 201-4

15566-627-0

EXHAUST FROM VACUUM EJECTOR .

100mm

20-V102-34

100-AIR-SS304 (SCH 10S)-168 100mm

20-V102-33

100-AIR-SS304 (SCH 10S)-168 100mm

20-V102-32

100-AIR-SS304 (SCH 10S)-168 100mm

20-V102-31

100-AIR-SS304 (SCH 10S)-168

(NOTE 2)

100mm

TO VACUUM EJECTOR .

EXHAUST

750-MFW-CONC-166

20-V199-4

20-TK-201-4

5 20-FV 201-4

2% SLOPE

B C

IAS

500-MLR-SS304 (SCH 10S)-172

20-TK-201-4

MEMBRANE TANK No. 4

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

VALIDATION PHASE PERMIT

142

15566-620-0

AIR/VACUUM

FROM MEMBRANE BLOWERS . 1200-MLSS-CONC-147

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-612-0.dwg Layout: 15566-612 Last Saved: Jun 11, 2020 - 9:05 AM Plotted: Thursday, June 11, 2020 12:46:45 PM

AIR

TO RAS / DRAIN PUMP No. 3

MEMBRANE TANK No. 3

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

ENGINEER

MLL PG/GD PG/GD

DRN

DES

CHK

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM MEMBRANE TRAIN No. 3 & 4

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-612-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

14 of 35

AIR

250-AIR-SS304 (SCH 10S)-183

15566-625-0

20-LSLL 201-10

20-LIC 201-5

20-LA 201-5

LEVEL

HH H L LL

20-PI 201-5

HH 20-PA H 201-5 L LL

20-PIT 201-5

20-V101-45

20-V101-44

20-V101-43

20-V101-41

20-V101-42

AIR/VACUUM 25-AIR/VACUUM-SS304 (SCH 10S)-193

-103kPa - +103kPa -15psi - +15psi

20-PE 201-5

20-V102-45

100-AIR-SS304 (SCH 10S)-183

25-VL-SS304 (SCH 10S)-195

20-LE 201-5

15566-627-0

EXHAUST FROM VACUUM EJECTOR .

100mm

20-V102-44

100-AIR-SS304 (SCH 10S)-183 100mm

100mm

20-V102-43

100-AIR-SS304 (SCH 10S)-183

20-V102-41

100-AIR-SS304 (SCH 10S)-183 100mm

20-LS 201-10

15566-627-0

250-PERM/BPW-SS304 (SCH 10S)-185

20-LIT RANGE: 201-5 0 - 3.5m 20-LS 201-9

TO VACUUM EJECTOR .

(NOTE 2)

20-V102-42

FROM MEMBRANE BLOWERS .

100mm

20-LSHH 201-9

MLSS

15566-611-0

BIOREACTOR OUTLET CHANNEL

EXHAUST

750-MFW-CONC-181

20-V199-5

20-TK-201-5

20-FV 201-5

2% SLOPE

B C

IAS

500-MLR-SS304 (SCH 10S)-187

20-TK-201-5

250-AIR-SS304 (SCH 10S)-184

15566-625-0

15566-621-0

20-LSHH 201-11

20-LSLL 201-12

20-LIC 201-6

20-LA 201-6

LEVEL

HH H L LL

20-PI 201-6

HH 20-PA H 201-6 L LL

20-PIT 201-6

20-V101-55

20-V101-54

20-V101-53

20-V101-51

20-V101-52

AIR/VACUUM 25-AIR/VACUUM-SS304 (SCH 10S)-194

-103kPa - +103kPa -15psi - +15psi

20-PE 201-6

100-AIR-SS304 (SCH 10S)-184

15566-627-0

PERM/BPW 250-PERM/BPW-SS304 (SCH 10S)-186

15566-616-0

TO/FROM PERMEATE/BACKPULSE PUMP

20-V102-55

20-LIT RANGE: 201-6 0 - 3.5m 20-LS 201-11

20-LS 201-12

VL 25-VL-SS304 (SCH 10S)-196

20-LE 201-6

15566-627-0

EXHAUST FROM VACUUM EJECTOR .

100mm

20-V102-54

100-AIR-SS304 (SCH 10S)-184 100mm

100mm

20-V102-53

100-AIR-SS304 (SCH 10S)-184

100-AIR-SS304 (SCH 10S)-184 100mm

20-V102-51

100-AIR-SS304 (SCH 10S)-184 100mm

TO VACUUM EJECTOR .

(NOTE 2)

20-V102-52

1200-MLSS-CONC-147

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-613-0.dwg Layout: 15566-613 Last Saved: Jun 11, 2020 - 9:53 AM Plotted: Thursday, June 11, 2020 12:47:24 PM

FROM MEMBRANE BLOWERS .

TO RAS / DRAIN PUMP No. 5

MEMBRANE TANK No. 5

AIR

MLR

EXHAUST D

750-MFW-CONC-182 1

20-V199-6

20-TK-201-6

5 20-FV 201-6

2% SLOPE

B C

IAS

500-MLR-SS304 (SCH 10S)-188

20-TK-201-6

MEMBRANE TANK No. 6

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

VALIDATION PHASE PERMIT

ENGINEER

MLL PG/GD PG/GD

DRN

DES

CHK

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM MEMBRANE TRAIN No. 5 & 6

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-613-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

15 of 35

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

143

NOTE: 1. ALL EQUIPMENT ON THIS SHEET IS DESIGNED TO BE INSTALLED IN A NON-CLASSIFIED AREA (PER NFPA 820).

20-KQI 301-1

20-YA 301-1

20-ZAO 20-ZAC 601-1 601-1

S EXHAUST

IAS

23-V118-20

20-ZAO 20-ZAC 302-1 302-1

20-YL 301-1

20-VFD-301-1 S EXHAUST

23-FV 104

20-SHCS-PVC (SCH 80)-200

EXHAUST D A

23-V118-21

FROM SODIUM HYPOCHLORITE SYS. .

B C

RANGE: -210 - 210 kPa 30 inHG - 30 PSI

IAS

20-PI 301-1

20-ZS 302-1 20-FV 302-1

250-PERM/BPW-SS304 (SCH 10S)-153

HOA

S.P. = 40 PSIG INCREASING

S.P. = 20-PSH 40 PSIG 301-1 INCREASING

20-ZS 601-1

HH 20-AA H 301-1

20-FV 601-1 20-FIC 301-1

250-BPW-SS304 (SCH 10S)-198

20-FA H 301-1 L 20-ZAO 20-ZAC 303-1 303-1

RANGE: -210 - 210 kPa 30 inHG - 30 PSI

20-V115-20

16-AIT 301-1 20-FV 301-1

20-V205-1

TURBIDITY 0 - 10 NTU

16-FIT 301-1

20-AE 301-1

RANGE: 0 - 150 GPM 0 - 10 L/s

20-ZS 303-1 20-FV 303-1

250-PERM-SS316L (SCH 10)-197

20-V115-23

M RANGE : 0-500 m3/hr

20-V108-5

SAMPLE CONNECTION DRAIN

20-ZAO 20-ZAC 601-2 601-2

S EXHAUST

B C

15566-611-0

EXHAUST D A

250-PERM/BPW-SS304 (SCH 10S)-154

B C

RANGE: -210 - 210 kPa 30 inHG - 30 PSI

IAS

20-PI 301-2

20-ZS 302-2 20-FV 302-2

S.P. = 40 PSIG INCREASING

S.P. = 20-PSH 40 PSIG 301-2 INCREASING

20-V115-25

23-V118-23

20-HS 301-2

20-AI 301-2

20-ZS 601-2 20-FV 601-2 20-FIC 301-2

250-BPW-SS304 (SCH 10S)-198

20-FA H 301-2 L 20-ZAO 20-ZAC 303-2 303-2

20-AIT 301-2

20-PI 302-2 20-FV 301-2

20-V205-2

TURBIDITY 0 - 10 NTU

20-FIT 301-2

20-AE 301-2

RANGE: 0 - 150 GPM 0 - 10 L/s

BACKPULSE WATER .

B C

20-ZS 303-2 20-FV 303-2

20-V115-27

250-PERM-SS316L (SCH 10)-197

M RANGE : 0-500 m3/hr

20-P-301-1

20-P-301-2

PERMEATE PUMP No. 1

PERMEATE PUMP No. 2

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

VALIDATION PHASE ENGINEER

20-V108-6

SAMPLE CONNECTION DRAIN

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

EXHAUST

IAS

20-FE 301-2

20-P-301-2

BPW

15566-617-0

FROM MEMBRANE TANK No. 2

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

HH 20-AA H 301-2

HOA

RANGE: -210 - 210 kPa 30 inHG - 30 PSI

PERMIT

144

20-VFD-301-2

20-V115-28

FROM SODIUM HYPOCHLORITE SYS. . PERM/BPW

IAS

20-YL 301-2

20-V115-29

23-V121-5

15566-631-0

IAS

20-V115-26

S EXHAUST

SPEED

20-ZAO 20-ZAC 302-2 302-2

23-FV 105

EXHAUST

DO FC

23-V118-22

20-SHCS-PVC (SCH 80)-200

IAS

FROM CITRIC ACID DOSING SYS. .

SHCS

20-YA 301-2

RUNNING

15-CTAS-PVC (SCH 80)-199

20-KQI 301-2

RUN REVERSE COMMAND

15566-629-0

B C

23-V121-6

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-614-0.dwg Layout: 15566-614 Last Saved: Jun 11, 2020 - 9:54 AM Plotted: Thursday, June 11, 2020 12:48:08 PM

RUN FORWARD COMMAND

23-FV 305

CTAS

BACKPULSE WATER .

20-V115-22

20-P-301-1

EXHAUST

IAS

20-FE 301-1

BPW

15566-617-0

20-V115-24

15566-631-0

IAS

23-V121-3

B C

23-V121-4

SHCS

20-HS 301-1

20-AI 301-1

FROM CITRIC ACID DOSING SYS. .

EXHAUST

20-V115-21

15-CTAS-PVC (SCH 80)-199

SPEED

15566-629-0

IAS

RUNNING

B C

RUN REVERSE COMMAND

CTAS

RUN FORWARD COMMAND

23-FV 304

MLL PG/GD PG/GD

DRN

DES

CHK

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM PERMEATE / BACKPULSE PUMPS No. 1 & 2

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-614-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

16 of 35

NOTE: 1. ALL EQUIPMENT ON THIS SHEET IS DESIGNED TO BE INSTALLED IN A NON-CLASSIFIED AREA (PER NFPA 820).

20-KQI 301-3

20-YA 301-3

20-ZAO 20-ZAC 601-3 601-3

S EXHAUST

IAS

23-V118-24

20-ZAO 20-ZAC 302-3 302-3

20-YL 301-3

20-VFD-301-3 S EXHAUST

23-FV 106

20-SHCS-PVC (SCH 80)-200

EXHAUST D A

RANGE: -210 - 210 kPa 30 inHG - 30 PSI

IAS

20-PI 301-3

20-ZS 302-3 20-FV 302-3

250-PERM/BPW-SS304 (SCH 10S)-169

S.P. = 40 PSIG INCREASING

S.P. = 20-PSH 40 PSIG 301-3 INCREASING

20-V115-30

23-V118-25

FROM SODIUM HYPOCHLORITE SYS. .

20-ZS 601-3 20-FV 601-3 20-FIC 301-3

250-BPW-SS304 (SCH 10S)-198

20-FA H 301-3 L 20-ZAO 20-ZAC 303-3 303-3

RANGE: -210 - 210 kPa 30 inHG - 30 PSI

23-V121-7

15566-631-0

IAS

23-V121-8

B C

HOA

HH 20-AA H 301-3

16-AIT 301-3 20-FV 301-3

20-V205-3

TURBIDITY 0 - 10 NTU

16-FIT 301-3

20-AE 301-3

RANGE: 0 - 150 GPM 0 - 10 L/s

BACKPULSE WATER .

20-ZS 303-3 20-FV 303-3

20-V115-32

250-PERM-SS316L (SCH 10)-197

20-V115-33

20-P-301-3

20-KQI 301-4

20-YA 301-4

RANGE : 0-500 m3/hr

20-V108-7

SAMPLE CONNECTION DRAIN

EXHAUST

IAS

20-FE 301-3

BPW

15566-617-0

20-V115-34

SHCS

20-HS 301-3

20-AI 301-3

FROM CITRIC ACID DOSING SYS. .

EXHAUST

20-V115-31

15-CTAS-PVC (SCH 80)-199

SPEED

15566-629-0

IAS

RUNNING

B C

RUN REVERSE COMMAND

CTAS

RUN FORWARD COMMAND

23-FV 306

20-ZAO 20-ZAC 601-4 601-4

S EXHAUST

20-ZAO 20-ZAC 302-4 302-4

20-YL 301-4

20-VFD-301-4 S

23-FV 107

SHCS

15566-612-0

EXHAUST D A

23-V118-27

250-PERM/BPW-SS304 (SCH 10S)-170

B C

RANGE: -210 - 210 kPa 30 inHG - 30 PSI

IAS

20-PI 301-4

20-ZS 302-4 20-FV 302-4

S.P. = 40 PSIG INCREASING

S.P. = 20-PSH 40 PSIG 301-4 INCREASING

20-ZS 601-4 20-FV 601-4 20-FIC 301-4

250-BPW-SS304 (SCH 10S)-198

20-FA H 301-4 L 20-ZAO 20-ZAC 303-4 303-4

RANGE: -210 - 210 kPa 30 inHG - 30 PSI

20-AIT 301-4

20-PI 302-4 20-FV 301-4

20-V205-4

TURBIDITY 0 - 10 NTU

20-FIT 301-4

20-AE 301-4

RANGE: 0 - 150 GPM 0 - 10 L/s

BACKPULSE WATER .

B C

20-ZS 303-4 20-FV 303-4

20-V115-37

250-PERM-SS316L (SCH 10)-197

FROM MEMBRANE TANK No. 4

20-P-301-4

PERMEATE PUMP No. 4

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

VALIDATION PHASE ENGINEER

20-V108-8

20-P-301-4

20-P-301-3

PERMEATE PUMP No. 3

PERMIT

RANGE : 0-500 m3/hr

SAMPLE CONNECTION DRAIN

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

EXHAUST

IAS

20-FE 301-4

BPW

15566-617-0

20-V115-38

FROM SODIUM HYPOCHLORITE SYS. . PERM/BPW

IAS

20-V115-35

15566-631-0

B C

23-V121-9

20-SHCS-PVC (SCH 80)-200

HOA

HH 20-AA H 301-4

20-V115-39

EXHAUST

20-HS 301-4

20-AI 301-4

20-V115-36

23-V118-26

SPEED

15-CTAS-PVC (SCH 80)-199

FROM CITRIC ACID DOSING SYS. .

EXHAUST

IAS

RUNNING

15566-629-0

RUN REVERSE COMMAND

IAS

23-V121-10

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-615-0.dwg Layout: 15566-615 Last Saved: Jun 11, 2020 - 10:04 AM Plotted: Thursday, June 11, 2020 12:48:47 PM

CTAS

B C

RUN FORWARD COMMAND

23-FV 307

MLL PG/GD PG/GD

DRN

DES

CHK

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM PERMEATE / BACKPULSE PUMPS No. 3 & 4

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-615-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

17 of 35

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

145

NOTE: 1. ALL EQUIPMENT ON THIS SHEET IS DESIGNED TO BE INSTALLED IN A NON-CLASSIFIED AREA (PER NFPA 820).

20-KQI 301-5

20-YA 301-5

20-ZAO 20-ZAC 601-5 601-5

S EXHAUST

IAS

23-V118-28

20-ZAO 20-ZAC 302-5 302-5

20-YL 301-5

20-VFD-301-5 S EXHAUST

23-FV 108

20-SHCS-PVC (SCH 80)-200

EXHAUST D A

23-V118-29

FROM SODIUM HYPOCHLORITE SYS. .

B C

RANGE: -210 - 210 kPa 30 inHG - 30 PSI

IAS

20-PI 301-5

20-ZS 302-9 20-FV 302-5

250-PERM/BPW-SS304 (SCH 10S)-185

HOA

S.P. = 40 PSIG INCREASING

S.P. = 20-PSH 40 PSIG 301-5 INCREASING

20-ZS 601-5

HH 20-AA H 301-5

20-FV 601-5 20-FIC 301-5

250-BPW-SS304 (SCH 10S)-198

20-FA H 301-5 L 20-ZAO 20-ZAC 303-5 303-5

RANGE: -210 - 210 kPa 30 inHG - 30 PSI

20-V115-40

16-AIT 301-5 20-FV 301-5

20-V205-5

TURBIDITY 0 - 10 NTU

16-FIT 301-5

20-AE 301-5

RANGE: 0 - 150 GPM 0 - 10 L/s

BACKPULSE WATER .

20-ZS 303-5 20-FV 303-5

20-V115-42

250-PERM-SS316L (SCH 10)-197

20-V115-43

20-P-301-5

RANGE : 0-500 m3/hr

20-V108-9

SAMPLE CONNECTION DRAIN

DO 20-KQI 301-6

20-YA 301-6

EXHAUST

IAS

20-FE 301-5

BPW

15566-617-0

20-V115-44

15566-631-0

IAS

23-V121-11

B C

23-V121-12

SHCS

20-HS 301-5

20-AI 301-5

FROM CITRIC ACID DOSING SYS. .

EXHAUST

20-V115-41

15-CTAS-PVC (SCH 80)-199

SPEED

15566-629-0

IAS

RUNNING

B C

RUN REVERSE COMMAND

CTAS

RUN FORWARD COMMAND

23-FV 308

20-ZAO 20-ZAC 601-6 601-6

S EXHAUST

20-ZAO 20-ZAC 302-6 302-6

20-VFD-301-6 S

23-FV 109

15566-631-0

15566-613-0

EXHAUST D A

23-V118-31

250-PERM/BPW-SS304 (SCH 10S)-186

B C

RANGE: -210 - 210 kPa 30 inHG - 30 PSI

IAS

20-PI 301-6

20-ZS 302-6 20-FV 302-6

HOA

S.P. = 40 PSIG INCREASING

S.P. = 20-PSH 40 PSIG 301-6 INCREASING

20-ZS 601-6 20-FV 601-6

250-BPW-SS304 (SCH 10S)-198

20-FA H 301-6 L 20-ZAO 20-ZAC 303-6 303-6

20-AIT 301-6

20-PI 302-6 20-FV 301-6

20-V205-6

TURBIDITY 0 - 10 NTU

20-FIT 301-6

20-AE 301-6

RANGE: 0 -150 GPM 0 - 10 L/s

BACKPULSE WATER .

B C

20-ZS 303-6 20-FV 303-6

20-V115-47

250-PERM-SS316L (SCH 10)-197

M RANGE : 0-500 m3/hr

20-P-301-5

20-P-301-6

PERMEATE PUMP No. 5

PERMEATE PUMP No. 6

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

VALIDATION PHASE ENGINEER

20-V108-10

SAMPLE CONNECTION DRAIN

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

EXHAUST

IAS

20-FE 301-6

20-P-301-6

BPW

15566-617-0

FROM MEMBRANE TANK No. 6

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

HH 20-AA H 301-6 20-FIC 301-6

RANGE: -210 - 210 kPa 30 inHG - 30 PSI

20-V115-48

FROM SODIUM HYPOCHLORITE SYS. . PERM/BPW

IAS

20-V115-45

20-SHCS-PVC (SCH 80)-200

B C

23-V121-13

SHCS

20-HS 301-6

20-AI 301-6

20-V115-49

EXHAUST

PERMIT

146

20-YL 301-6

20-V115-46

23-V118-30

SPEED

15-CTAS-PVC (SCH 80)-199

FROM CITRIC ACID DOSING SYS. .

EXHAUST

IAS

RUNNING

15566-629-0

RUN REVERSE COMMAND

IAS

23-V121-14

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-616-0.dwg Layout: 15566-616 Last Saved: Jun 11, 2020 - 10:17 AM Plotted: Thursday, June 11, 2020 12:49:28 PM

CTAS

B C

RUN FORWARD COMMAND

23-FV 309

MLL PG/GD PG/GD

DRN

DES

CHK

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM PERMEATE / BACKPULSE PUMPS No. 5 & 6

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-616-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

18 of 35

PERM

250-PERM-SS304 (SCH 10S)-197

100-EF-HDPE-119

FROM PERMEATE PUMP No. 1

25-KQI 102-2

FROM PROCESS CONTROLLER

25-YA 102-2

25-KQI 102-3

FROM PROCESS CONTROLLER

RUN COMMAND

REMOTE (AUTO)

15566-614-0

RUN COMMAND

25-YA 102-1

FROM PROCESS CONTROLLER

HH 25-PA H 102 L LL

25-PI 102

25-FIC 102

25-ZI 102-2

25-LAH 101

25-LAL 101

25-LSHH 101

25-LSLL 101

25-V115-4

RANGE: 25-LIT 0 - 3 m 101

25-PI 102-1

25-P-102-1

SPEED

RUNNING

25-V115-1

IAS

P 25-FCV 102-2

25-PI 102-3

IAS

TO ALTERNATE DISCHARGE LOCAATION 25-FCV 102-1

FROM PROCESS CONTROLLER

AO 25-ZI 102-1

25-ZT 102-1

25-FIC 103

LEVEL

25-PRV-102

25-V108-3 RANGE: 0-60 PSI

25-P-102-2

500x550

25-V102-1

25-V102-9

25-V102-8 25-PI 102-2

25-ZT 102-2

450x500

SPEED

RANGE: 0-60 PSI

500x450

25-FA H 103 L

25-FIT 103

25-FE 103

25-P-102-3

. TO NORTH SASKACHEWAN RIVER OF 600-OF-SS304 (SCH 40S)-121

15566-605-0

TO WET WEATHER FLOW SPLITTER CHAMBER

FINAL EFFLUENT AUTOMATIC SAMPLER STATION

PSW

150-PSW-SS304 (SCH 10S)-202

25-V102-2

25-TK-101

PSW

50-PSW-PVC (SCH 80)-204

15566-618-0

93-V118-7 SCH 40S

15566-618-0

TO PLANT SERVICE WATER PUMPS

PLANT SERVICE WATER PUMPS

SCH 10S

BPW 250-BPW-SS304 (SCH 10S)-198 20-V102-17

20-V102-84 250-BPW-SS304 (SCH 10S)-198

25-TK-101

EFFLUENT / BACKPULSE STORAGE TANK

25-P-102-1

25-P-102-2

EFFLUENT PUMP No. 1

25-P-102-3

EFFLUENT PUMP No. 2

250-BPW-SS304 (SCH 10S)-198 20-V102-86 250-BPW-SS304 (SCH 10S)-198 20-V102-87 250-BPW-SS304 (SCH 10S)-198

EFFLUENT PUMP No. 3

250-BPW-SS304 (SCH 10S)-198

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

VALIDATION PHASE PERMIT

ENGINEER

MLL PG/GD PG/GD

DRN

DES

CHK

Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

N.T.S.

15566-614-0

15566-615-0

TO PERMEATE PUMP No. 4 BPW

15566-616-0

TO PERMEATE PUMP No. 6

City of Lloydminster SCALE:

TO PERMEATE PUMP No. 2 BPW

TO PERMEATE PUMP No. 5 BPW

20-V102-89

15566-614-0

TO PERMEATE PUMP No. 3 BPW

20-V102-88

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

TO PERMEATE PUMP No. 1 BPW

20-V102-85 250-BPW-SS304 (SCH 10S)-198

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-617-0.dwg Layout: 15566-617 Last Saved: Jun 11, 2020 - 10:21 AM Plotted: Thursday, June 11, 2020 12:50:08 PM

20-V102-76

RANGE: 0-60 PSI

OUTSIDE BUILDING

FUTURE CONNECTION

25-FE 102

600-EF-SS304 (SCH 10S)-207

25-LIC 101

RANGE: 25-FIT 0-640 GPM 102 0-400 L/s

XX-EF-SS304 (SCH 10S)-207

25-LA 101

25-V116-1

HH H L LL

25-V109-1

20-TW 301

25-PRV 102

400-EF-SS304 (SCH 10S)-207

20-TIT 301

25-V109-3

RANGE: 0 - 40 °C

25-V108-2

250-PERM-SS304 (SCH 10S)-197

FROM PROCESS CONTROLLER

FLOW

25-V116-3

15566-616-0

25-PIT 102

HH 20-TA H 301 L LL

PRESSURE

25-V115-8

HOA

400-EF-SS304 (SCH 10S)-207

20-TI 301

FROM PERMEATE PUMP No. 6

25-HS 102-3

25-VFD-102-3

25-V108-1

250-PERM-SS304 (SCH 10S)-197

FROM PERMEATE PUMP No. 5

PERM

HOA

400-EF-SS304 (SCH 10S)-207

15566-616-0

25-HS 102-2

25-YL 102-3

500-EF-SS304 (SCH 10S)-207

PERM

RUNNING

25-VFD-102-2

25-V109-2

250-PERM-SS304 (SCH 10S)-197

HOA

25-V116-2

15566-615-0

25-HS 102-1

25-V115-6

FROM PERMEATE PUMP No. 4

25-VFD-102-1

25-V102-7

PERM

SPEED

15566-615-0

FROM PERMEATE PUMP No. 3

RUNNING

250-PERM-SS304 (SCH 10S)-197

600-PERM-SS304 (SCH 10S)-197

PERM

25-YL 102-2

15566-633-0

25-FA H 102 L

FROM PERMEATE PUMP No. 2 25-YL 102-1

TO SLUDGE MANAGEMENT

25-YA 102-3

250-PERM-SS304 (SCH 10S)-197

REMOTE (AUTO)

PERM

25-KQI 102-1

RUN COMMAND

15566-614-0

REMOTE (AUTO)

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM EFFLUENT TANK AND EFFLUENT PUMPS

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-617-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

19 of 35

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

147

93-VFD-101-2

HOA

93-V116-2 93-V116-7

93-V116-10

93-V116-1

93-P-101-2

93-V103-2

15566-617-0

93-V102-4

DRAIN

93-PI 101-3-2

93-PI 101

RANGE: 0 - 210 kPa -30 inHG - 30 PSI

93-V116-6 93-V116-9

93-P-101-3

HH 93-PA H 101 L LL

50-PSW-PVC (SCH 80)-206

50-PSW-PVC (SCH 80)-205

93-V103-3

93-PIT 101

93-V102-6

DRAIN

PVC (SCH 80)

93-PRV 101-1

PSW

RANGE: 0 - 210 kPa -30 inHG - 30 PSI

SS304 (SCH 10S)

150-PSW-SS304 (SCH 10S)-203

50-PSW-PVC (SCH 80)-204 S.P. = XXX kPa (XXX PSI

RETURN TO EFFLUENT TANK

93-P-101-1

PLANT SERVICE WATER PUMP No. 1

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

TO EFFLUENT TANK

93-V118-8

93-P-101-2

93-P-101-3

PLANT SERVICE WATER PUMP No. 2

PLANT SERVICE WATER PUMP No. 3

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

VALIDATION PHASE

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

50-PSW-PVC (SCH 80)-138

93-V110-1

FROM EFFLUENT TANK

93-V102-2

93-V116-4 93-V116-8

93-V116-11 93-V116-12

93-V102-5

HOA

RANGE: 0 - 210 kPa -30 inHG - 30 PSI

93-V103-1

93-PI 101-2-2

RANGE: 0 - 210 kPa -30 inHG - 30 PSI

PERMIT

148

93-P-101-1

RANGE: 0 - 210 kPa -30 inHG - 30 PSI

93-V102-3

93-YL 101-3 93-HS 101-3

DRAIN

93-V116-5

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-618-0.dwg Layout: 15566-618 Last Saved: Jun 11, 2020 - 10:21 AM Plotted: Thursday, June 11, 2020 12:50:50 PM

15566-617-0

93-VFD-101-3

93-PI 101-1-2

93-V116-3

150-PSW-SS304 (SCH 10S)-202

93-PI 101-2-1

93-PI 101-3-1

93-TSH 101-3

RANGE: 0 - 210 kPa -30 inHG - 30 PSI

93-V102-1

150-PSW-SS304 (SCH 10S)-202

93-TSH 101-2

93-PI 101-1-1

PSW

93-V115-1

93-TSH 101-1

93-YL 101-2 93-HS 101-2

15mm

SPEED

RUNNING

RUN COMMAND

93-VFD-101-1

HOA

150-PSW-SS304 (SCH 10S)-203

REMOTE (AUTO)

93-YL 101-1 93-HS 101-1

93-YA 101-3

RUN COMMAND

93-KQI 101-3

REMOTE (AUTO)

SPEED

93-YA 101-2

RUNNING

93-KQI 101-2

RUN COMMAND

93-YA 101-1

REMOTE (AUTO)

93-KQI 101-1

ENGINEER

MLL PG/GD PG/GD

DRN

DES

CHK

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM PLANT SERVICE WATER PUMPS

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-618-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

20 of 35

20-KQI 501-1

20-YA 501-1

FROM PROCESS CONTROLLER DI

(NOTE 4)

SPEED

RUNNING

RANGE: -210 - 210 kPa 30 inHg - 30 PSI

RUN COMMAND

20-PI 501-1

REMOTE (AUTO)

20-FIC 501-1

20-VFD-501-1

20-YL 501-1 20-HS 501-1

20-PI 501-2

HOA

RANGE: 0 - 210 kPa 0 - 30 PSI

20-FI 501-1

20-FA H 501-1 L

500-MLR-SS304 (SCH 10S)-155 20-V200-7

FROM MEMBRANE TANK No. 1

(NOTE 1)

20-FE 501-1

450-RAS/DRN-SS304 (SCH 10S)-135

M 20-V108-11

20-P-501-1

20-KQI 501-2

(NOTE 1)

20-V200-8

(NOTE 3)

20-V116-4

15566-611-0

400x450

500x400 20-V116-3

20-V116-1

20-V116-32 MLR

20-V116-2

RANGE: 20-FIT 0 - 7200 GPM 501-1 (0 - 450 L/s)

20-V116-33

RAS/DRN

15566-621-0

TO RAS / DRAIN DISCHARGE HEADER .

20-YA 501-2

(NOTE 4)

SPEED

RUNNING

RUN COMMAND

RANGE: -210 - 210 kPa 30 inHg - 30 PSI

REMOTE (AUTO)

20-PI 501-3

20-VFD-501-2

20-FIC 501-2 20-YL 501-2 20-HS 501-2

20-PI 501-4

HOA

RANGE: 0 - 210 kPa 0 - 30 PSI

20-FI 501-2

20-FA H 501-2 L

15566-611-0

400x450

20-V200-9 (NOTE 1)

20-FE 501-2

450-RAS/DRN-SS304 (SCH 10S)-135

M 20-V108-12

20-P-501-2

(NOTE 1)

20-V116-8

FROM MEMBRANE TANK No. 2

500-MLR-SS304 (SCH 10S)-156

20-V116-35

M 500x400 20-V116-7

20-V116-34 MLR

20-V116-6

RANGE: 20-FIT 0 - 7200 GPM 501-2 (0 - 450 L/s)

20-V116-5

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-619-0.dwg Layout: 15566-619 Last Saved: Jun 11, 2020 - 10:22 AM Plotted: Thursday, June 11, 2020 12:51:30 PM

FROM PROCESS CONTROLLER

20-V200-10

(SEE NOTE 3)

RAS/DRN

15566-621-0

TO RAS / DRAIN DISCHARGE HEADER

NOTES:

20-P-501-1

20-P-501-2

RAS / DRAIN PUMP No. 1

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

VALIDATION PHASE PERMIT

RAS / DRAIN PUMP No. 2 .

ENGINEER

MLL PG/GD PG/GD

DRN

DES

CHK

FLOOR DRAINS TO BE PROVIDED AND PIPED INTO BY GENERAL CONTRACTOR, AS REQUIRED.

DESIGN ENGINEER TO ENSURE THERE IS ENOUGH BACKPRESSURE IN THIS LINE TO ALLOW FOR WAS REMOVAL. REFER TO NEXT NOTE FOR MORE DETAILS.

FOLLOW MANUFACTURER'S RECOMMENDATION REGARDING INSTALLATION REQUIREMENTS, INCLUDING NUMBER OF STRAIGHT PIPE RUNS. PIPING MUST BE ARRANGED SO MAG IS ALWAYS FLOODED.

MAG METER IS REQUIRED FOR PUMP WITH VFD.

ALL EQUIPMENT ON THIS SHEET IS DESIGNED TO BE INSTALLED IN A NON-CLASSIFIED AREA (PER NFPA 820).

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM RAS / DRAIN PUMPS No. 1 & 2

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-619-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

21 of 35

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

149

20-KQI 501-3

20-YA 501-3

FROM PROCESS CONTROLLER

15566-612-0

500-MLR-SS304 (SCH 10S)-171

RUNNING

SPEED

20-YL 501-3 20-HS 501-3

20-V116-37

(NOTE 1)

20-PI 501-6

HOA

RANGE: 0 - 210 kPa 0 - 30 PSI

400x450

20-FI 501-3

20-FA H 501-3 L

RANGE: 20-FIT 0 - 7200 GPM 501-3 (0 - 450 L/s)

20-V116-10

RUN COMMAND

20-VFD-501-3

20-FIC 501-3

500x400

20-V200-11

FROM MEMBRANE TANK No. 3 .

20-FE 501-3

450-RAS/DRN-SS304 (SCH 10S)-135

M 20-V108-13

20-P-501-3

20-KQI 501-4

(NOTE 1)

20-V116-12

20-V116-11

20-V116-36 MLR

RANGE: -210 - 210 kPa 30 inHg - 30 PSI

20-V116-9

20-PI 501-5

REMOTE (AUTO)

(NOTE 4) DI

20-V200-12

(NOTE 3)

RAS/DRN

15566-621-0

TO RAS / DRAIN PUMP DISCHARGE HEADER

20-YA 501-4

FROM PROCESS CONTROLLER DI

(NOTE 4)

15566-612-0

20-V200-13 (NOTE 1)

SPEED

RUNNING

RUN COMMAND

REMOTE (AUTO)

20-PI 501-8

HOA

20-V116-39

400x450

500x400

RANGE: 0 - 210 kPa 0 - 30 PSI

20-FE 501-4

450-RAS/DRN-SS304 (SCH 10S)-135

(NOTE 1)

20-P-501-3

20-V200-14

(NOTE 3)

15566-621-0

NOTES:

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

ENGINEER

TO RAS / DRAIN PUMP DISCHARGE HEADER

RAS / DRAIN PUMP No. 4

VALIDATION PHASE

RAS/DRN

20-P-501-4

RAS / DRAIN PUMP No. 3

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

20-FA H 501-4 L

20-P-501-4

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

20-FI 501-4

RANGE: 20-FIT 0 - 7200 GPM 501-4 (0 - 450 L/s)

20-V108-14

PERMIT

150

20-HS 501-4

20-V116-16

FROM MEMBRANE TANK No. 4 .

500-MLR-SS304 (SCH 10S)-172

20-VFD-501-4

20-YL 501-4

20-V116-14

20-V116-38 MLR

RANGE: -210 - 210 kPa 30 inHg - 30 PSI

20-V116-15

20-PI 501-7

20-V116-13

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-620-0.dwg Layout: 15566-620 Last Saved: Jun 11, 2020 - 10:23 AM Plotted: Thursday, June 11, 2020 12:52:07 PM

20-FIC 501-4

MLL PG/GD PG/GD

DRN

DES

CHK

FLOOR DRAINS TO BE PROVIDED AND PIPED INTO BY GENERAL CONTRACTOR, AS REQUIRED.

DESIGN ENGINEER TO ENSURE THERE IS ENOUGH BACKPRESSURE IN THIS LINE TO ALLOW FOR WAS REMOVAL. REFER TO NEXT NOTE FOR MORE DETAILS.

FOLLOW MANUFACTURER'S RECOMMENDATION REGARDING INSTALLATION REQUIREMENTS, INCLUDING NUMBER OF STRAIGHT PIPE RUNS. PIPING MUST BE ARRANGED SO MAG IS ALWAYS FLOODED.

MAG METER IS REQUIRED FOR PUMP WITH VFD.

ALL EQUIPMENT ON THIS SHEET IS DESIGNED TO BE INSTALLED IN A NON-CLASSIFIED AREA (PER NFPA 820).

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM RAS / DRAIN PUMPS No. 3 & 4

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-620-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

22 of 35

RAS/DRN

450-RAS/DRN-SS304 (SCH 10S)-135

15566-619-0

FROM RAS / DRAIN PUMP No. 1 RAS/DRN

450-RAS/DRN-SS304 (SCH 10S)-135

15566-619-0

FROM RAS / DRAIN PUMP No. 2 RAS/DRN

450-RAS/DRN-SS304 (SCH 10S)-135

15566-620-0

FROM RAS / DRAIN PUMP No. 3 RAS/DRN

450-RAS/DRN-SS304 (SCH 10S)-135

15566-620-0

FROM RAS / DRAIN PUMP No. 4

20-KQI 501-5

20-YA 501-5

(NOTE 4)

500-MLR-SS304 (SCH 10S)-187

20-V116-41 400x450

20-FI 501-5

20-FA H 501-5 L

RANGE: 20-FIT 0 - 7200 GPM 501-5 (0 - 450 L/s)

20-V116-18

SPEED

RUNNING

RUN COMMAND

RANGE: 20-PI 0 - 210 kPa 501-10 0 - 30 PSI

HOA

(NOTE 1)

1000-RAS/DRN-SS316 (SCH 40S)-135

RAS/DRN

15566-607-0

TO SPLITTER BOX

450-RAS/DRN-SS304 (SCH 10S)-135

20-P-501-5

20-KQI 501-6

20-FV 501

20-FE 501-5

20-V108-15 (NOTE 1)

20-V200-16

(NOTE 3)

20-YA 501-6

FROM PROCESS CONTROLLER DI

(NOTE4)

15566-613-0

FROM MEMBRANE TANK No. 6

500-MLR-SS304 (SCH 10S)-188

20-HS 501-6

20-V116-43

400x450

500x400

20-V200-17 (NOTE 1)

RANGE: 20-PI 0 - 210 kPa 501-12 0 - 30 PSI

HOA

20-FE 501-6

450-RAS/DRN-SS304 (SCH 10S)-135

20-P-501-6

(NOTE 1)

20-V200-18

(NOTE 3)

NOTES:

20-P-501-5

20-P-501-6

RAS / DRAIN PUMP No. 5

RAS / DRAIN PUMP No. 6

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

VALIDATION PHASE PERMIT

20-FA H 501-6 L

RANGE: 20-FIT 0 - 7200 GPM 501-6 (0 - 450 L/s)

20-V108-16

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

20-FI 501-6

20-V116-22

SPEED

20-YL 501-6

20-V116-24

20-VFD-501-6

20-V116-23

20-V116-42 MLR

RUNNING

RANGE: 20-PI -210 - 210 kPa 501-11 30 inHg - 30 PSI

RUN COMMAND

REMOTE (AUTO)

20-FIC 501-6

20-V116-21

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-621-0.dwg Layout: 15566-621 Last Saved: Jun 11, 2020 - 10:24 AM Plotted: Thursday, June 11, 2020 12:52:51 PM

20-HS 501-5

500x400

20-V200-15

FROM MEMBRANE TANK No. 5

20-YL 501-5

20-V116-20

15566-613-0

20-VFD-501-2?

20-V116-19

RANGE: -210 - 210 kPa 30 inHg - 30 PSI

20-V116-17

20-V116-40 MLR

REMOTE (AUTO)

20-FIC 501-5

20-PI 501-9

1000-RAS/DRN-SS316 (SCH 40S)-135

FROM PROCESS CONTROLLER

ENGINEER

MLL PG/GD PG/GD

DRN

DES

CHK

FLOOR DRAINS TO BE PROVIDED AND PIPED INTO BY GENERAL CONTRACTOR, AS REQUIRED.

DESIGN ENGINEER TO ENSURE THERE IS ENOUGH BACKPRESSURE IN THIS LINE TO ALLOW FOR WAS REMOVAL. REFER TO NEXT NOTE FOR MORE DETAILS.

FOLLOW MANUFACTURER'S RECOMMENDATION REGARDING INSTALLATION REQUIREMENTS, INCLUDING NUMBER OF STRAIGHT PIPE RUNS. PIPING MUST BE ARRANGED SO MAG IS ALWAYS FLOODED.

MAG METER IS REQUIRED FOR PUMP WITH VFD.

ALL EQUIPMENT ON THIS SHEET IS DESIGNED TO BE INSTALLED IN A NON-CLASSIFIED AREA (PER NFPA 820).

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM RAS / DRAIN PUMPS No. 5 & 6

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-621-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

23 of 35

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

151

NOTE: 16-KQI 401-1

16-SI 401-1

RUN COMMAND

SPEED FEEDBACK

1. 2. 3.

16-YA 401-1

16-IE 401-1

16-VFD-401-1

16-FAL 401-1

16-YL 401-1

16-HS 401-1

HOA

ACOUSTIC ENCLOSURE

16-V116-1

16-PSV 401-1

16-SI 401-2

REMOTE (AUTO)

RUN COMMAND

SPEED FEEDBACK

16-V102-1

16-IE 401-2

16-HS 401-2

HOA

ACOUSTIC ENCLOSURE

16-V116-2

16-PSV 401-2

REMOTE (AUTO)

RUN COMMAND

SPEED FEEDBACK

RUNNING

16-SI 401-3

16-FAL 401-3

16-HS HOA 401-3

ACOUSTIC ENCLOSURE

16-PI 403-3

16-V116-3

16-PSV 401-3

16-KQI 401-4

16-SI 401-4

300-AER-SS304 (SCH 10S)-142

S.P. = FLOW / NO FLOW

RUN COMMAND

SPEED FEEDBACK

16-V102-6

16-FAL 401-4

16-YL 401-4

16-HS HOA 401-4

ACOUSTIC ENCLOSURE

16-PSV 401-4

S.P. = FLOW / NO FLOW

16-FSL 401-4

300-AER-SS304 (SCH 10S)-142

16-B-401-4

BIOREACTOR BLOWER No. 1

16-PI 403-4

16-V116-4

16-IE 401-4

300-AER-SS304 (SCH 10S)-212 16-F-XX-D INLET FILTER AND SILENCER

16-B-401-1

15566-609-0

16-FSL 401-3

16-V108-3

16-B-401-3

16-YA 401-4

16-VFD-401-4

OUTSIDE INSIDE

300-AER-SS304 (SCH 10S)-142

REMOTE (AUTO)

16-F-XX-C INLET FILTER AND SILENCER

AER

16-V102-5

16-YL 401-3

16-IE 401-3

15566-608-0

TO BIOREACTOR TRAIN 2 .

S.P. = FLOW / NO FLOW

300-AER-SS304 (SCH 10S)-211

RUNNING

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-622-0.dwg Layout: 15566-622 Last Saved: Jun 11, 2020 - 10:26 AM Plotted: Thursday, June 11, 2020 12:53:28 PM

16-KQI 401-3

16-VFD-401-3

OUTSIDE INSIDE

300-AER-SS304 (SCH 10S)-142

16-YA 401-3

16-FSL 401-2

16-V108-2

16-B-401-2

BIOREACTOR BLOWER No. 2

16-V108-4

16-V102-7

16-B-401-3

16-B-401-4

BIOREACTOR BLOWER No. 3

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

BIOREACTOR BLOWER No. 4

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

VALIDATION PHASE PERMIT

152

16-PI 403-2

AER

TO BIOREACTOR TRAIN 1

16-FAL 401-2

16-YL 401-2

300-AER-SS304 (SCH 10S)-210 16-F-XX-B INLET FILTER AND SILENCER

300-AER-SS304 (SCH 10S)-142

550-AER-SS304 (SCH 10S)-142

16-KQI 401-2

16-VFD-401-2

OUTSIDE INSIDE

16-FSL 401-1

16-V108-1

16-B-401-1

16-YA 401-2

RUNNING

OUTSIDE INSIDE

S.P. = FLOW / NO FLOW

300-AER-SS304 (SCH 10S)-142

300-AER-SS304 (SCH 10S)-209 16-F-XX-A INLET FILTER AND SILENCER

16-PI 403-1

550-AER-SS304 (SCH 10S)-142

REMOTE (AUTO)

RUNNING

4. 5.

PIPE IS HOT, THERMAL PROTECTION REQUIRED. BLOWERS ARE CONTROLLED WITH THE MEMBRANE CONTROL SYSTEM. ALL EQUIPMENT ON THIS SHEET IS DESIGNED TO BE INSTALLED IN A NON-CLASSIFIED AREA (PER NFPA 820). THE ACTUAL BLOWER DISCHARGE PRESSURE IS DETERMINED BASED ON MAXIMUM POSSIBLE LIQUID LEVEL IN THE TANKS BEING AERATED. A PORTION OF THE AIR LINE NEEDS TO BE ROUTED A MINIMUM OF 2 FEET ABOVE MAXIMUM LIQUID LEVEL IN TANK BEING AERATED TO PREVENT BACK FLOW.

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

ENGINEER

MLL PG/GD PG/GD

DRN

DES

CHK

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM BIOREACTOR BLOWERS

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-622-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

24 of 35

20-KQI 202-1

20-YA 202-1

NOTE: 1. 2. 3.

SPEED

20-VFD-202-1

20-YL 202-1 20-HS 202-1

20-FIC 202-1

ACOUSTIC ENCLOSURE

20-TSH 202-1

20-PI 202-1 20-PSV 202-1

20-V116-25

RUNNING

RUN COMMAND

REMOTE (AUTO)

20-PDI 202-1

20-TS 202-1

20-V108-17

REMOTE (AUTO)

RUN COMMAND

20-VFD-202-2

20-HS 202-2

ACOUSTIC ENCLOSURE

20-PI 202-2 20-PSV 202-2

20-PDI 202-2

20-TS 202-2

20-V108-18

15566-625-0

TO MEMBRANE BLOWER DISCHARGE HEADER

20-YL 202-3 20-HS 202-3

20-FIC 202-3

ACOUSTIC ENCLOSURE

20-TSH 202-3

20-PI 202-3 20-PSV 202-3

20-V116-27

20-VFD-202-3

AIR

20-V102-20

SPEED

RUN COMMAND

RUNNING

REMOTE (AUTO)

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-623-0.dwg Layout: 15566-623 Last Saved: Jun 11, 2020 - 10:27 AM Plotted: Thursday, June 11, 2020 12:54:14 PM

20-B-202-2

20-FSL S.P. = 202-2 FLOW/NO FLOW

250-AIR-SS304 (SCH 10S)-214

250-AIR-SS304 (SCH 10S)-213

15566-625-0

20-FIC 202-2

20-YA 202-3

TO MEMBRANE BLOWER DISCHARGE HEADER

20-YL 202-2

20-TSH 202-2

20-KQI 202-3

AIR

20-V102-19

SPEED

RUNNING

20-V116-26

550-AIR-SS304 (SCH 10S)-213

20-B-202-1 20-YA 202-2

20-FSL S.P. = 202-1 FLOW/NO FLOW

250-AIR-SS304 (SCH 10S)-214

250-AIR-SS304 (SCH 10S)-213

20-KQI 202-2

PIPE IS HOT, THERMAL PROTECTION REQUIRED. BLOWERS ARE CONTROLLED WITH THE MEMBRANE CONTROL SYSTEM. ALL EQUIPMENT ON THIS SHEET IS DESIGNED TO BE INSTALLED IN A NON-CLASSIFIED AREA (PER NFPA 820). THE ACTUAL BLOWER DISCHARGE PRESSURE IS DETERMINED BASED ON MAXIMUM POSSIBLE LIQUID LEVEL IN TANKS BEING AERATED. A PORTION OF THE AIR LINE NEEDS TO BE ROUTED A MINIMUM OF 2 FEET ABOVE MAXIMUM LIQUID IN TANK BEING AERATED TO PREVENT BACK FLOW.

20-PDI 202-3

20-TS 202-3

20-FSL S.P. = 202-3 FLOW/NO FLOW

AIR

250-AIR-SS304 (SCH 10S)-214

250-AIR-SS304 (SCH 10S)-213

20-V108-19

20-B-202-3

?-?102-7

15566-625-0

TO MEMBRANE BLOWER DISCHARGE HEADER

AIR

550-AIR-SS304 (SCH 10S)-213

15566-624-0

BLOWER INLET HEADER

20-B-202-1

MEMBRANE BLOWER No. 1

20-B-202-2

20-B-202-3

MEMBRANE BLOWER No. 2

MEMBRANE BLOWER No. 3

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

VALIDATION PHASE PERMIT

ENGINEER

MLL PG/GD PG/GD

DRN

DES

CHK

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTAION DIAGRAM MEMBRANE BLOWERS No. 1, 2 & 3

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-623-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

25 of 35

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

153

NOTE: 1. 2. 3. 4. 20-KQI 202-4

20-YA 202-4

REMOTE (AUTO)

RUN COMMAND

RUNNING

SPEED

PIPE IS HOT, THERMAL PROTECTION REQUIRED. BLOWERS ARE CONTROLLED WITH THE MEMBRANE CONTROL SYSTEM. ALL EQUIPMENT ON THIS SHEET IS DESIGNED TO BE INSTALLED IN A NON-CLASSIFIED AREA (PER NFPA 820). THE ACTUAL BLOWER DISCHARGE PRESSURE IS DETERMINED BASED ON MAXIMUM POSSIBLE LIQUID LEVEL IN TANKS BEING AERATED. A PORTION OF THE AIR LINE NEEDS TO BE ROUTED A MINIMUM OF 2 FEET ABOVE MAXIMUM LIQUID IN TANK BEING AERATED TO PREVENT BACK FLOW.

AIR

15566-623-0

BLOWER INLET HEADER

20-YL 202-4 20-HS 202-4

20-VFD-202-4 20-TSH 202-4

20-FIC 202-4

ACOUSTIC ENCLOSURE

20-PI 202-4

20-V116-28

20-PSV 202-4

20-PDI 202-4

20-TS 202-4

20-V108-1

RUN COMMAND

20-HS 202-5

20-TSH 202-5

20-FIC 202-5

ACOUSTIC ENCLOSURE

20-PI 202-5 20-PSV 202-5

20-V116-29

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-624-0.dwg Layout: 15566-624 Last Saved: Jun 11, 2020 - 10:29 AM Plotted: Thursday, June 11, 2020 12:54:53 PM

15566-625-0

TO MEMBRANE BLOWER DISCHARGE HEADER

20-YL 202-5

20-VFD-202-5

20-PDI 202-5

20-TS 202-5

20-FSL S.P. = 202-5 FLOW/NO FLOW

AIR

250-AIR-SS304 (SCH 10S)-214

250-AIR-SS304 (SCH 10S)-213

20-V108-2

20-B-202-5

20-V102-27

15566-625-0

TO MEMBRANE BLOWER DISCHARGE HEADER

AIR 550-AIR-SS304 (SCH 10S)-213

15566-625-0

BLOWER INLET HEADER

20-B-202-4

20-B-202-5

MEMBRANE BLOWER No. 4

MEMBRANE BLOWER No. 5

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

VALIDATION PHASE PERMIT

154

20-V102-26

SPEED

RUNNING

REMOTE (AUTO)

550-AIR-SS304 (SCH 10S)-213

20-B-202-4 20-YA 202-5

AIR

250-AIR-SS304 (SCH 10S)-214

250-AIR-SS304 (SCH 10S)-213

20-KQI 202-5

20-FSL S.P. = 202-4 FLOW/NO FLOW

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

ENGINEER

MLL PG/GD PG/GD

DRN

DES

CHK

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM MEMBRANE BLOWERS No. 4 & 5

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-624-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

26 of 35

NOTE:

250-AIR-SS304 (SCH 10S)-214

15566-623-0

1. 2. 3.

20-V102-65

AIR

FROM MEMBRANE BLOWER No. 1

AIR

PIPE IS HOT, THERMAL PROTECTION REQUIRED. BLOWERS ARE CONTROLLED WITH THE MEMBRANE CONTROL SYSTEM. ALL EQUIPMENT ON THIS SHEET IS DESIGNED TO BE INSTALLED IN A NON-CLASSIFIED AREA (PER NFPA 820). THE ACTUAL BLOWER DISCHARGE PRESSURE IS DETERMINED BASED ON MAXIMUM POSSIBLE LIQUID LEVEL IN TANKS BEING AERATED. A PORTION OF THE AIR LINE NEEDS TO BE ROUTED A MINIMUM OF 2 FEET ABOVE MAXIMUM LIQUID IN TANK BEING AERATED TO PREVENT BACK FLOW.

250-AIR-SS304 (SCH 10S)-214

15566-623-0

FROM MEMBRANE BLOWR No. 2 AIR

250-AIR-SS304 (SCH 10S)-214

15566-623-0

FROM MEMBRANE BLOWER No. 3 AIR

250-AIR-SS304 (SCH 10S)-214

15566-624-0

FROM MEMBRANE BLOWER No. 4 AIR

250-AIR-SS304 (SCH 10S)-214

15566-624-0 20-KQI 202-6

20-YA 202-6

REMOTE (AUTO)

RUN COMMAND

RUNNING

SPEED

FROM MEMBRANE BLOWER No. 5

AIR

15566-624-0

BLOWER INLET HEADER

20-YL 202-6 20-HS 202-6

20-VFD-202-6

20-FIC 202-6

20-TSH 202-6

250-AIR-SS304 (SCH 10S)-151

ACOUSTIC ENCLOSURE

20-PI 202-6

20-V116-30

20-PSV 202-6

M 20-PDI 202-6

20-TS 202-6

20-V108-3

20-B-202-6

550-AIR-SS304 (SCH 10S)-213

250-AIR-SS304 (SCH 10S)-152

550-AIR-SS304 (SCH 10S)-214

250-AIR-SS304 (SCH 10S)-184 20-PI 202-7

20-TS 202-7

15566-612-0

AIR

15566-613-0

AIR

15566-613-0

20-FSL S.P. = 202-7 FLOW/NO FLOW

250-AIR-SS304 (SCH 10S)-214

250-AIR-SS304 (SCH 10S)-213

20-V108-4

20-B-202-7

20-V102-29

550-AIR-SS304 (SCH 10S)-214

20-B-202-7

MEMBRANE BLOWER No. 7

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

VALIDATION PHASE PERMIT

TO MEMBRANE TANK No. 6 .

20-V116-31

20-PSV 202-7

20-PDI 202-7

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

AIR

TO MEMBRANE TANK No. 5 .

ACOUSTIC ENCLOSURE

20-B-202-6

15566-611-0

TO MEMBRANE TANK No. 4 .

20-FIC 202-7

MEMBRANE BLOWER No. 6

AIR

250-AIR-SS304 (SCH 10S)-183

20-TSH 202-7

AIR

250-AIR-SS304 (SCH 10S)-168

20-HS 202-7

20-VFD-202-7

15566-611-0

TO MEMBRANE TANK No. 3 .

20-YL 202-7

SPEED

RUNNING

20-YA 202-7

RUN COMMAND

20-KQI 202-7

TO MEMBRANE TANK No. 2 .

20-V102-28

250-AIR-SS304 (SCH 10S)-167

REMOTE (AUTO)

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-625-0.dwg Layout: 15566-625 Last Saved: Jun 11, 2020 - 10:31 AM Plotted: Thursday, June 11, 2020 12:55:29 PM

20-FSL S.P. = 202-6 FLOW/NO FLOW

250-AIR-SS304 (SCH 10S)-214

250-AIR-SS304 (SCH 10S)-213

AIR

TO MEMBRANE TANK No. 1 .

ENGINEER

MLL PG/GD PG/GD

DRN

DES

CHK

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM MEMBRANE BLOWERS No. 6 & 7

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-625-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

27 of 35

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

155

NOTES:

M 90-YL 001-1

FAULT

90-HS 001-1

90-MS-001-1 90-PSL 001-1

90-V116-4

90-V116-3

S.P. = 110 PSIG DECREASING 145 PSIG INCREASING

25-INA-SS304 (SCH 10S)-217

M PRIMARY FILTER ASSEMBLY 90-PAL 002

(NOTE 5) 90-PSV 001-1

25mm

90-DPI 001

90-TK-001-1

25-INA-SS304 (SCH 10S)-217

90-V206-1

90-PSL 002

S.P. = 90 PSIG DECREASING

S.P. = 70 PSIG DECREASING

90-PSL 003

90-PY 001

(NOTE 6) 90-PY-001 REGULATOR S.P. = 90 PSIG (NOTE 5)

90-PI 001-1

90-DR-001-2

REFRIGERATED AIR DRIER No. 1 (NOTE 2)

90-V206-2

90-V116-1 (NOTE 2)

90-PALL 003

90-V116-5

90-V116-6

(NOTE 6)

90-F-001 PRIMARY COALESCING FILTER w/ AUTO DRAIN 3um

90-FV 001-1

(NOTE 3)

90-HS 001-2

90-PSL 001-2

S.P. = 110 PSIG DECREASING 145 PSIG INCREASING

INA

25-INA-SS304 (SCH 10S)-221

25-INA-SS304 (SCH 10S)-222

INA

15566-627-0

INA

15566-627-0

25-INA-SS304 (SCH 10S)-223

INA

15566-627-0

INSTRUMENT AIR MEMBRANE TANK .No. 5 25-INA-SS304 (SCH 10S)-224

90-V115-15

INA

15566-627-0

INSTRUMENT AIR MEMBRANE TANK .No. 6

(NOTE 5) 90-PSV 001-2

25-CA-SS304 (SCH 10S)-225

25mm

90-V108-2

15566-627-0

INSTRUMENT AIR MEMBRANE TANK .No. 4

90-C-001-2

INSTRUMENT AIR MEMBRANE TANK .No.3

90-V115-13

(NOTE 6)

15566-627-0

INSTRUMENT AIR MEMBRANE TANK .No. 2

90-V115-14

90-FV 001

90-TK-001-2

25-CA-SS304 (SCH 10S)-226 90-V116-2

90-PI 001-2

90-FV 001-2

90-C-001-1

AIR COMPRESSOR No. 1

90-TK-001-1

COMPRESSED AIR RECEIVER TANK No. 1

90-C-001-2

AIR COMPRESSOR No. 2

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

90-TK-001-2

COMPRESSED AIR RECEIVER TANK No. 2

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

VALIDATION PHASE PERMIT

156

(NOTE 6)

25-INA-SS304 (SCH 10S)-220

90-V115-12

(NOTE 6)

(NOTE 2)

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-626-0.dwg Layout: 15566-626 Last Saved: Jun 11, 2020 - 10:32 AM Plotted: Thursday, June 11, 2020 12:56:06 PM

25-INA-SS304 (SCH 10S)-217

90-YL 001-2

90-MS-001-2

25-CA-SS304 (SCH 10S)-225

FAULT

RUNNING

ENABLE

REMOTE (AUTO)

(NOTE 6)

INA

INSTRUMENT AIR MEMBRANE TANK .No. 1

90-V115-11

90-V206-3

90-YA 001-2

25-INA-SS304 (SCH 10S)-219

90-V115-10

90-V124-2

90-V108-1

90-C-001-1

90-KQI 001-2

5. 6. 7.

90-DR-001-1

REFRIGERATED AIR DRIER No. 1 (NOTE 2)

FOOD GRADE OIL TO BE USED FOR LUBRICATION. AUTO-DRAIN PLUGS INTO LOCAL 120 VAC RECEPTACLE. HANDLE FOR BYPASS VALVE TO BE LOCKED IN CLOSED POSITION. TIMED DRAIN VALVES TO BE LOCATED AT ANY LOW POINTS IN PIPING WHERE MOISTURE MAY ACCUMULATE AND PLUMBED TO NEAREST DRAIN. PRESSURE RELIEF AND PRESSURE REGULATING VALVES TO BE SET IN THE FIELD BY SUEZ FSR. TO DIFFERENT INSTRUMENTS AND PNEUMATIC VALVES LOCATIONS. ONLY ONE DRYER TO OPERATE AT A TIME AND TO BE ROTATED MANUALLY ON WEEKLY BASIS.

90-V124-1

RUNNING

25-INA-SS316L (SCH 10)-218

1. 2. 3. 4.

25-INA-SS304 (SCH 10S)-218

90-YA 001-1

ENABLE

REMOTE (AUTO)

90-KQI 001-1

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

ENGINEER

MLL PG/GD PG/GD

DRN

DES

CHK

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM COMPRESSED AIR SYSTEM

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-626-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

28 of 35

INA

20-FV 802-1

25x6

25-INA-SS304 (SCH 10S)-219

15566-626-0

20-V115-1

FROM AIR COMPRESSORS .

S DO

20-FV-802-1 20-FV FC 801-1

INA 25-INA-SS304 (SCH 10S)-219 20-V115-79

AIR/VACUUM

TO MEMBRANE TANK No. 1 VALVES .

25-AIR/VACUUM-SS304 (SCH 10S)-161 DO

15566-611-0

20-V115-7 VL

INA

20-FV 802-2

25x6

25-INA-SS304 (SCH 10S)-220

15566-626-0

20-V115-2

FROM AIR COMPRESSORS .

25-VL-SS304 (SCH 10S)-163

20-V115-80

20-FV-802-2 20-FV FC 801-2

AIR/VACUUM

TO MEMBRANE TANK No. 2 VALVES .

25-AIR/VACUUM-SS304 (SCH 10S)-162 DO

15566-611-0

20-V115-8 VL

INA

20-FV 802-3

25x6

25-INA-SS304 (SCH 10S)-221

15566-626-0

20-V115-3

FROM AIR COMPRESSORS .

25-VL-SS304 (SCH 10S)-164

20-V115-81

20-FV FC 801-3

AIR/VACUUM

TO MEMBRANE TANK No. 3 VALVES .

INA

25-AIR/VACUUM-SS304 (SCH 10S)-177 DO

20-V115-4

FROM AIR COMPRESSORS . Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-627-0.dwg Layout: 15566-627 Last Saved: Jun 11, 2020 - 10:33 AM Plotted: Thursday, June 11, 2020 12:56:40 PM

20-FV 802-4

25x6

25-INA-SS304 (SCH 10S)-222

15566-626-0

15566-612-0

20-V115-9 25-VL-SS304 (SCH 10S)-179

20-V115-82

20-FV FC 801-4

AIR/VACUUM

TO MEMBRANE TANK No. 4 VALVES .

INA

25-AIR/VACUUM-SS304 (SCH 10S)-178 DO

20-FV 802-5

25x6

25-INA-SS304 (SCH 10S)-223

15566-626-0

20-V115-5

FROM AIR COMPRESSORS .

15566-612-0

20-V115-10 25-VL-SS304 (SCH 10S)-180

25-INA-SS304 (SCH 10S)-223

20-FV FC 801-5

AIR/VACUUM

TO MEMBRANE TANK No. 5 VALVES .

25-AIR/VACUUM-SS304 (SCH 10S)-193 DO

20-FV 802-6

25x6

25-INA-SS304 (SCH 10S)-224

15566-626-0

20-V115-6

FROM AIR COMPRESSORS .

15566-613-0

20-V115-11 25-VL-SS304 (SCH 10S)-195

20-V115-84

FROM PERMEATE HEADER .

15566-613-0

EXHAUST TO MEMBRANE TANK No. 5 .

20-FV-802-6 20-FV FC 801-6

INA 25-INA-SS304 (SCH 10S)-224

15566-612-0

20-FV-802-5

VL INA

FROM PERMEATE HEADER .

EXHAUST TO MEMBRANE TANK No. 4 .

INA 20-V115-83

15566-612-0

20-FV-802-4

FROM PERMEATE HEADER .

EXHAUST TO MEMBRANE TANK No. 3 .

INA 25-INA-SS304 (SCH 10S)-222

15566-611-0

20-FV-802-3

FROM PERMEATE HEADER .

EXHAUST TO MEMBRANE TANK No. 2 .

INA 25-INA-SS316L (SCH 10)

15566-611-0

EXHAUST TO MEMBRANE TANK No. 1 .

INA 25-INA-SS304 (SCH 10S)-220

FROM PERMEATE HEADER .

AIR/VACUUM

TO MEMBRANE TANK No. 6 VALVES .

25-AIR/VACUUM-SS304 (SCH 10S)-194

15566-613-0

20-V115-12 VL

25-VL-SS304 (SCH 10S)-196

FROM PERMEATE HEADER .

15566-613-0

EXHAUST TO MEMBRANE TANK No. 6 .

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

VALIDATION PHASE PERMIT

ENGINEER

MLL PG/GD PG/GD

DRN

DES

CHK

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM VACUUM EJECTOR SYSTEM

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-627-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

29 of 35

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

157

OPEN CLOSED FAULT POSITION POSITION OPEN CLOSE DI

10-ZC 601-X

10-UI 601-X

BIRD / INSECT SCREEN

ABOVE ROOF

10-ZI 601-X

ABOVE ROOF

10-YA 601-X

25-ALS-PVC (SCH 80)-260 FILL PANEL

RUNNING

SPEED

10-VFD-610

RANGE: 10-LIT 0 - 6m 601-2

10-PI 610-1

HOA

10-VFD-620

10-PI 610-2

RANGE: -210 - 415 kPa 30 inHG - 60 PSI

10-YL 620 10-HS 620

HOA

HH 10-FA H 101-1 L LL

10-FI 101-1

RANGE: 0 - 415 kPa 0 - 60 PSI

10-V118-4

10-LE 601-2

10-V118-3

10-FV 105

RANGE: 10-FIT 0 TO 1 GPM 101-1 0 - 150 L/hr

10-P-610

10-V182-1

10-V119-1

10-V119-2

RANGE: 0 - 415 kPa 0 - 60 PSI

HH 10-FA H 101-2 L LL

10-V182-14

10-V182-2

10-PSV 610

ALS

25-ALS-PVC (SCH 80)-136

10-FV 105

RANGE: 10-FIT 0 TO 1 GPM 101-2 0 - 150 L/hr

15566-607-0

TO SPLITTER BOX .

RELIEF TO STORAGE TANK

10-PSV 620

10-P-620

10-V118-13

M 10-V121-5

10-V118-12

10-V118-7

10-V119-3

RANGE: -210 - 415 kPa 30 inHG - 60 PSI

10-V118-10

25-ALS-PVC (SCH 80)-231

10-FV-601-1

FILLING CONNECTION No. 1

10-PI 620-1

10-PI 620-2

10-V118-11

10-TK-601-2

200-OF-PVC (SCH 80)-233

10-TK-601-1

RELIEF TO STORAGE TANK

10-V118-2

10-FI 101-2

10-FV 601-1

M 10-V121-1 10-V118-5

200-OF-PVC (SCH 80)-232

10-V182-9

RUN COMMAND

10-YL 610 10-HS 610

SPEED

RUNNING

RUN COMMAND

FAULT

FROM PROCESS CONTROLLER

REMOTE (AUTO)

10-V118-1

10-FV 601-2

10-YA 620

10-V118-6

LVL AI

10-LE 601-1

150-ALS-PVC (SCH 80)-228

10-LIC 601-2

150-VL-PVC (SCH 80)-230

LVL AI

H 10-LA L 601-2

25-ALS-PVC (SCH 80)-260

150-VL-PVC (SCH 80)-229 150-ALS-PVC (SCH 80)-227

10-LA H 601-1 L

10-LIT RANGE: 601-1 0 - 6m

10-FV-601-2

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-628-0.dwg Layout: 15566-628 Last Saved: Jun 11, 2020 - 10:34 AM Plotted: Thursday, June 11, 2020 12:57:18 PM

10-LIC 601-1

10-V119-4

10-V118-9

10-V182-3

10-V182-4

25-ALS-PVC (SCH 80)-231

150-DRN-PVC (SCH 80)-235

SPILL CONTAINMENT AREA

10-TK-601-1

10-TK-601-2

ALUM SULFATE TANK No. 2

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

ENGINEER

10-P-620

ALUM SULFATE FEED PUMP No. 1

VALIDATION PHASE

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

10-P-610

ALUM SULFATE TANK No. 2

PERMIT

158

10-KQI 620

FROM PROCESS CONTROLLER 150-ALS-PVC (SCH 80)-227

FILLING CONNECTION No. 2

10-YA 610

TANK HIGH LEVEL

25-ALS-PVC (SCH 80)-136

10-KQI 610 10-. 601-Y

FAULT

LOCAL 10-HS OFF 601-X REMOTE

REMOTE (AUTO)

10-ZS 601-X

25mm

VALVE 10-YS OPEN 601-Y

25-ALS-PVC (SCH 80)-260

10-YS 601-X

MLL PG/GD PG/GD

DRN

DES

CHK

ALUM SULFATE FEED PUMP No. 2 .

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM ALUM SULFATE FEED SYSTEM

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-628-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

30 of 35

25-CA-SS304 (SCH 10S)-225

15566-626-0

FROM AIR COMPRESSORS PRE-ASSEMBLED PANEL

23-V115-2 23-PI 301

23-FV 302

23-V115-3

LEVEL

(NOTE 2) 23-PCV 307

23-V108-2

23-. 303

23-V118-5

15-CTAS-PVC (SCH 80)-199 (NOTE 2) 23-PCV 309

TANK HIGH LEVEL

15-CTAS-PVC (SCH 80)-199

23-TK-301

100-CTAS-PVC (SCH 80)-236

15mm

23-FV-303

23-FV 303

(NOTE 2)

23-V118-7

23-V118-1

23-V118-6

15mm

CITRIC ACID FILL LINE c/w QUICK CONNECT

23-PCV 308

23-P-320

JUNCTION BOX BUILDING OUTSIDE

(NOTE 2)

15566-614-0

TO PERMEATE/BACKPULSE PUMP No. 1. CTAS

15566-614-0

TO PERMEATE/BACKPULSE PUMP No. .2 CTAS

15566-615-0

TO PERMEATE/BACKPULSE PUMP No. .3 CTAS

15566-615-0

TO PERMEATE/BACKPULSE PUMP No. .4 CTAS

15566-616-0

TO PERMEATE/BACKPULSE PUMP No. .5 CTAS

15566-616-0

TO PERMEATE/BACKPULSE PUMP No. .6

23-V118-3

303

23-P-310

23-UI 303

LOCAL 10-HS OFF 303 REMOTE

15-CTAS-PVC (SCH 80)-199

23-V108-3

23-LIT RANGE: 0-3m 301

150-OF-PVC (SCH 80)-237

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-629-0.dwg Layout: 15566-629 Last Saved: Jun 11, 2020 - 10:35 AM Plotted: Thursday, June 11, 2020 12:58:04 PM

23-ZS 303

15-CTAS-PVC (SCH 80)-199

23-V118-9

CTAS

15mm

303 VALVE 23-YS OPEN 303-1

23-ZC

23-V118-8

23-PCV-303

FILL PANEL 23-YS

(NOTE 2) 23-PCV 306

15-CTAS-PVC (SCH 80)-199

23-V118-10

23-PCV-302

23-V115-1

23-V118-2

23-PCV 305

23-V118-4

HH H L LL

15-VL-PVC (SCH 80)-240

FAULT OPEN CLOSED FAULT POSITION POSITION OPEN DI

23-LA 301

(NOTE 2)

25x15 23-LIC 301

23-ZI 303

23-PCV 304

15-CTAS-PVC (SCH 80)-199 23-FV 301

100-VL-PVC (SCH 80)-239 23-YA 303

23-PSV 301

ABOVE ROOF

BIRD / INSECT SCREEN

15-CTAS-PVC (SCH 80)-241

23-V119-1

23-V119-2

23-V108-1 15-CTAS-PVC (SCH 80)-261 SPILL CONTAINMENT AREA

23-TK-301

23-P-310

CITRIC ACID TANK

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

CITRIC ACID PUMP No. 2

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

VALIDATION PHASE PERMIT

23-P-320

CITRIC ACID PUMP No. 1

ENGINEER

MLL PG/GD PG/GD

DRN

DES

CHK

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM CITRIC ACID FEED SYSTEM

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-629-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

31 of 35

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

159

NOTES: 1. TANKS TO BE VENTED APPROPRIATELY. 2. BACK PRESSURE VALVES TO BE MOUNTED AS CLOSE TO INJECTION POINT AS POSSIBLE. 3. ALL EQUIPMENT ON THIS SHEET TO BE INSTALLED IN A NON-CLASSIFIED AREA (PER NFPA 820). 4. DRAINS FROM SODIUM HYPOCHLORITE SOLUTION SHOULD NOT BE MIXED WITH DRAINS FROM ANY ACIDS, SINCE POISONOUS GASES MAY BE CREATED. 5. SECONDARY CONTAINMENT AROUND CHEMICAL TANKS, TRANSFER LINES, AND PUMPS ARE RECOMMENDED. 6. FREEZING POINT OF SODIUM HYDROXIDE SHOULD BE REVIEWED TO ENSURE IT DOES NOT FREEZE. - 40% SODIUM HYDROXIDE FREEZING POINT = 15 °C (59 °F) - 25% SODIUM HYDROXIDE FREEZING POINT = 15 °C (59 °F)

ABOVE ROOF

BIRD / INSECT SCREEN

25-SHDS-PVC (SCH 80)-262

10-KQI 310

10-YA 310

10-KQI 320

10-YA 320

RUNNING

SPEED

RUN COMMAND

RUNNING

FAULT

RUN COMMAND

REMOTE (AUTO)

FAULT

10-LIT RANGE: 301 0 - 1m

10-YL 320 10-HS 320

10-VFD-320

10-PI 310-2

RANGE: -210 - -415kPa 30 inHG - 60 PSI

HOA 10-FI 101-1

RANGE: 0 - 415 kPa 0 - 60 PSI

TANK HIGH LEVEL

10-FV 301

50-SHDS-PVC (SCH 80)-242

10-V121-6

10-TK-301

10-P-310

10-V119-5

10-PI 320-2

RANGE: -210 - -415kPa 30 inHG - 60 PSI

RELIEF TO STORAGE TANK

SHDS 25-SHDS-PVC (SCH 80)-137

10-V182-5

RANGE: 0 - 415 kPa 0 - 60 PSI

10-PSV 310

HH 10-FA H 101-2 L LL

10-V182-6

15566-607-0

TO SPLITTER BOX .

10-FV 320

RANGE: 10-FIT 0 - 1 GPM 101-2 0 - 150 L/hr

RELIEF TO STORAGE TANK

10-PSV 320

10-V118-20

10-V119-6

10-FV 310

10-V118-15

10-FI 101-2

10-PI 320-1

RANGE: 10-FIT 0 - 1 GPM 101-1 0 - 150 L/hr

10-V182-12

10-. 301

HH 10-FA H 101-1 L LL

10-V118-14

10-V121-7

10-P-320

10-V118-21

10-V182-7

10-V182-8

10-V121-2

25-SHDS-PVC (SCH 80)-246 SPILL CONTAINMENT AREA

10-TK-301

10-P-310

SODIUM HYDROXIDE TANK

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

SODIUM HYDROXIDE FEED PUMP No. 2

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

VALIDATION PHASE

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

10-P-320

SODIUM HYDROXIDE FEED PUMP No. 1

PERMIT

160

10-V118-25

SODIUM HYDROXIDE FILL LINE c/w QUICK CONNECT

LEVEL

10-UI 301

LOCAL 10-HS OFF 301 REMOTE

10-V118-23

BUILDING OUTSIDE

10-PI 310-1

10-V118-19

10-FV-301

10-ZIT 301

HH H L LL

10-V118-17

100-OF-PVC (SCH 80)-243

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-630-0.dwg Layout: 15566-630 Last Saved: Jun 11, 2020 - 10:36 AM Plotted: Thursday, June 11, 2020 12:58:39 PM

VALVE 10-YS OPEN 301-1

10-ZC 301

10-LA 301

HOA

FILL PANEL 10-YS 301

REMOTE (AUTO)

10-VFD-310

10-LIC 301

FROM PROCESS CONTROLLER

10-YL 310 10-HS 310

10-V118-18

DI DO

10-V118-24

10-V118-22

10-V118-16

FAULT OPEN CLOSED FAULT POSITION POSITION OPEN

10-V182-13

10-ZI 301

25-SHDS-PVC (SCH 80)-246

10-YA 301

50-VL-PVC (SCH 80)-245

FROM PROCESS CONTROLLER

ENGINEER

MLL PG/GD PG/GD

DRN

DES

CHK

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM SODIUM HYDROXIDE FEED SYSTEM

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-630-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

32 of 35

15566-626-0

25-CA-SS304 (SCH 10S)-226

FROM AIR COMPRESSORS . PRE-ASSEMBLED PANEL ABOVE ROOF

BIRD / INSECT SCREEN

23-LA 101

HH H L LL

23-FV 103

VALVE 23-YS OPEN 101-1

23-ZIT 101

23-ZC 101

23-V115-6

23-V118-17

23-PCV-103

JUNCTION BOX 23-. 101

(NOTE 2)

23-V118-18

23-V108-5

23-UI 101

LOCAL 23-HS OFF 101 REMOTE

20-SHCS-PVC (SCH 80)-200

23-PCV 203

23-LIT RANGE: 0 - 3.5m 101

FILL PANEL 23-YS 101

LEVEL

20-VL-PVC (SCH 80)-251

23-CP-101

23-PI 101

23-PCV-102

23-V115-4

23-V118-19

23-LIC 101

23-PCV 202

23-V115-5

TANK HIGH LEVEL

20-SHCS-PVC (SCH 80)-200

(NOTE 2)

23-V108-6

23-P-110

20-SHCS-PVC (SCH 80)-200 (NOTE 2) 23-PCV 204

20-SHCS-PVC (SCH 80)-200 (NOTE 2) 23-PCV 205

23-V118-16

23-V118-15

FAULT OPEN CLOSED FAULT POSITION POSITION OPEN DI

100-VL-PVC (SCH 80)-250

23-ZI 101

23-PCV 201

20-SHCS-PVC (SCH 80)-200 23-FV 102

23-YA 101

23-PSV 102 DO

20-SHCS-PVC (SCH 80)-200

23-P-120

(NOTE 2)

20-SHCS-PVC (SCH 80)-200 23-V108-4

23-V118-13

23-V118-14

15566-614-0

SHCS

15566-614-0

TO PERMEATE/BACKPULSE PUMP No. .2 SHCS

15566-615-0

TO PERMEATE/BACKPULSE PUM No. .3 SHCS

15566-615-0

TO PERMEATE/BACKPULSE PUMP No. .4 SHCS

15566-616-0

TO PERMEATE/BACKPULSE PUMP No. .5 SHCS

15566-616-0

TO PERMEATE/BACKPULSE PUMP No. .6

23-V118-32

23-TK-101

(NOTE 2)

TO PERMEATE/BACKPULSE PUMP No. 1.

20-SHCS-PVC (SCH 80)-252

100-SHCS-PVC (SCH 80)-247

23-V118-12

20-SHCS-PVC (SCH 80)-252

SODIUM HYPOCHLORITE FILL LINE c/w QUICK CONNECT

23-V118-11

23-FV 101

23-FV-101

BUILDING OUTSIDE

150-OF-PVC (SCH 80)-248

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-631-0.dwg Layout: 15566-631 Last Saved: Jun 11, 2020 - 10:37 AM Plotted: Thursday, June 11, 2020 12:59:18 PM

23-PCV 206

SHCS

20-SHCS-PVC (SCH 80)-252

20-SHCS-PVC (SCH 80)-252 23-V119-3

23-V119-4

20-SHDS-PVC (SCH 80)-263 SPILL CONTAINMENT AREA

23-TK-101

23-P-110

SODIUM HYPOCHLORITE TANK

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

VALIDATION PHASE PERMIT

23-P-120

SODIUM HYPOCHLORITE PUMP No. 1

ENGINEER

MLL PG/GD PG/GD

DRN

DES

CHK

SODIUM HYPOCHLORITE PUMP No. 2

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM SODIUM HYPOCHLORITE FEED SYSTEM

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-631-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

33 of 35

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

161

16-KQI 701-2

RUNNING

RUN COMMAND

16-YA 701-2

16-MS-701-2

16-YL 701-2 16-HS 701-2

HOA

75x150

75-WAS/SCUM-SS304 (SCH 10S)-254 16-V116-16

16-V200-3

16-V116-14

150x75

16-V116-15

150-WAS/SCUM-SS304 (SCH 10S)-253

RANGE: 16-PI -210 - 210 kPa 702-2 30 inHG - 30 PSI

16-V116-13

16-V116-12

16-V116-11

RANGE: 16-PI -210 - 210 kPa 702-1 30 inHG - 30 PSI

16-P-701-2

16-V108-6

16-V200-8 16-FV 701-2

150-WAS/SCUM-SS304 (SCH 40S)-108

WAS/SCUM

15566-604-0

TO PRIMARY CLARIFIER

150-WAS/SCUM-SS304 (SCH 40S)-144

FROM BIOREACTOR TRAIN No. 2

15566-610-0

150-WAS/SCUM-SS304 (SCH 40S)-146

16-MS-701-1

16-YL 701-1 16-HS 701-1

HOA

16-V116-6

150-WAS/SCUM-SS304 (SCH 10S)-253 16-V200-1

M 150x75

16-P-701-1

16-V108-5

WAS/SCUM

15566-633-0

TO SLUDGE MANAGEMENT

16-V200-2

16-P-701-2

WAS / SCUM PUMP No. 2

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

ENGINEER

100-WAS/SCUM-SS304 (SCH 10S)-254

75-WAS/SCUM-SS304 (SCH 10S)-254

VALIDATION PHASE

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

16-V116-8 75x150

WAS / SCUM PUMP No. 1

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

16-FV 701-1

RANGE: 16-PI -210 - 210 kPa 701-2 30 inHG - 30 PSI

RANGE: 16-PI -210 - 210 kPa 701-1 30 inHG - 30 PSI

FROM BIOREACTOR TRAIN No. 3

PERMIT

162

16-V116-10

WAS/SCUM

16-YA 701-1

16-V116-7

15566-609-0

RUN COMMAND

16-V116-9

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-632-0.dwg Layout: 15566-632 Last Saved: Jun 11, 2020 - 10:39 AM Plotted: Thursday, June 11, 2020 1:00:21 PM

WAS/SCUM

RUNNING

150-WAS/SCUM-SS304 (SCH 40S)-141

16-V116-5

15566-608-0

FROM BIOREACTOR TRAIN No. 1

200-WAS/SCUM-SS304 (SCH 40S)-253

16-KQI 701-1

200-WAS/SCUM-SS304 (SCH 10S)-254

WAS/SCUM

MLL PG/GD PG/GD

DRN

DES

CHK

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM SLUDGE MANAGEMENT SHEET 1 OF 2

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-632-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

34 of 35

AER

600-AER-PVC-015

08-V102-2

FROM EXISTING BLOWERS

WAS/SCUM

15566-632-0

100-WAS/SCUM-SS304 (SCH 10S)-254

FROM WAS / SCUM PUMPS 300-WAS/SCUM/PS-SS304 (SCH 40S)-255

SCUM

15566-604-0

350-SCUM-SS304 (SCH 40S)-110

FROM SCUM TANK

15566-604-0

250-PS-DI (GL)-113

08-WC-101

300-SLUDGE-HDPE-258 08-V113-13

08-V113-12 100-SLUDGE-HDPE-258

08-V113-11 100-SLUDGE-HDPE-258

08-V113-10 100-SLUDGE-HDPE-258

08-V113-9 100-SLUDGE-HDPE-258

08-V113-8 100-SLUDGE-HDPE-258

08-V113-7 100-SLUDGE-HDPE-258

08-V113-6 100-SLUDGE-HDPE-258

08-V113-5 100-SLUDGE-HDPE-258

08-V113-4 100-SLUDGE-HDPE-258

08-V113-3

1200-OF-PVC-148

100-SLUDGE-HDPE-258

1200-OF-SS304 (SCH 40S)-148

100-SLUDGE-HDPE-258

15566-611-0

08-V113-1

FROM MEMBRANE FEED CHANNEL

100-SLUDGE-HDPE-258

08-V113-2

100-EF-HDPE-119

SS304 (SCH 40S) PVC

100-SLUDGE-HDPE-258

Drawing path: G:\Projects\15000\15500\15566_New_Mechanical_WWTF_IPD\02_CADD\21_Models\216_Plant_3D\13906 - WWMTF\PID DWG\15566-633-0.dwg Layout: 15566-633 Last Saved: Jun 11, 2020 - 10:57 AM Plotted: Thursday, June 11, 2020 1:00:57 PM

FROM PRIMARY CLARIFIER

100-SAN-HDPE-124

SAN

15566-606-0

TO WET WEATHER STATION

08-WC-101

SLUDGE MANAGEMENT CELL No. 1 (EXISTING CELL No. 1)

THIS DRAWING IS NOT TO SCALE WHEN PRINTED ON PAPER OTHER THAN ISO A1 (420x297mm)

PRELIMINARY

FOR VALIDATION ONLY SUBJECT TO REVISION

ISSUED FOR VALIDATION

REV

DESCRIPTION

VALIDATION PHASE PERMIT

ENGINEER

MLL PG/GD PG/GD

DRN

DES

CHK

City of Lloydminster Alberta / Saskatchewan

Engineering

4420 - 50 Avenue Lloydminster, AB/SK T9V 0W2

PROJECT #:

SCALE:

N.T.S.

Lloydminster New Mechanical WWTF PROCESS & INSTRUMENTATION DIAGRAM SLUDGE MANAGEMENT SHEET 2 OF 2

Tel: 780-875-6184 Fax: 780-871-8347 www.lloydminster.ca

15566

DRAWING #:

15566-633-1

Sec 13, Twp 50, Rng 28, W3M

SHEET #:

35 of 35

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

163

Process Flow Diagram (4) Septage

(2)

Rock Trap

(1)

Influent

(5)

(3)

(1)

Equalization Tank

(W2)

(W1)

P.S.W

Washer / Compactor

= Intermittent flow

Disposal

(S4)

= Process sludge flow

(6) Disposal

= Chemical flow (S1)

= Wash-water flow Grinders (2 Duty)

= Treated liquid flow

Sludge Management (Cell 1)

Process Flow

Alum

(C1)

Disposal

(7,8,9)

(7,8,9) WW Pumps (Diesel) 3 Duty

(C4) Bioreactor Blowers (3 Duty + 1 Standby)

(10)

(13)

Bio-Reactors (3 Duty trains)

(12)

Citric Acid

(C3) Sodium Hypo

Membrane Blowers A3 (6 Duty + 1 Standby) WAS Collector

(11) Splitter box

(14)

Bioreactor Membrane Tanks Effluent 6 Trains (All Duty) Channel (5 Cassettes, 6 Spaces)

Permeate / BP Pump (6 Duty) (1 per train)

(13)

(15) BP/Effluent Storage

RAS/Drain Pump (6 Duty - 1 per membrane train)

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

Future UV Disinfection

(15)

(14)

(15)

(16)

North Sask. River

(17)

Alt. Discharge P.S.W

Effluent Pumps 2 Duty + 1 Standby

164

Existing Turbo Blowers (2 Duty + 1 Standby)

(9)

(S2)

WAS Pumps 1 Duty + 1 Standby

(8) A1

Primary Sludge Pumps (2 Duty + 1 Standby)

Future Carbon

(C2)

Wet Weather Management (Cell 3)

(S3)

(S2)

- Membrane drain to inlet of RAS - Scum tank overflow to sludge lagoon - Chemical tanks overflow to a containment storage area - BP/Effluent overflows into the EQ tank - No overflow on the primary clarifier - Mixed-liquor common overflow into bioreactor effluent channel

Wet Weather Management (Cell 2)

(7)

Scum Pumps 1 Duty + 1 Standby

(S1)

= Process air flow

List of Equipment Overflows/Drains

P.S.W

(S4)

(S2)

= Process liquid flow

EQ Pumps 3 Duty + 1 Standby

(6) Scum Tank

Disposal

NAOH

Process Flow

Primary Clarifier

(3)

= Continuous flow

(10)

Band Screens 2 Duty

Plant Service Water Pump 1 Duty + 1 Standby

Process Liquid Flows (Influent to Permeate) Stream ID 1 1A/B 2 3 4 5 6 7 8 9 10 11 11A/B/C 12 12A/B/C/D/E/F 13 13A/B/C/D/E/F

Stream Description Raw Influent/Primary Clarifier Influent Primary Clarifier Influent (per train) Septage Receiving Coarse Screens Coarse Screen By-pass Primary Clarifier Bypass Wet Weather (W.W.) Bypass (Cell 2 to Cell 3) Max Cell 2 W.W. Return to Primary Clarifiers Max Cell 3 W.W. Return to Primary Clarifiers Sludge Decant Flow from Cell 1 EQ Transfer to Fine Screens Total Influent to Splitter Box Influent to Each Bioreactor Total Membrane Feed Activated Sludge Flow Membrane Feed Activated Sludge Flow Per Train Total Return Activated Sludge (RAS) Flow Return Activated Sludge (RAS) Flow Per Train

Frequency

Units

Min

ADF-Dry

ADF

MMF

MWF

MWF (N-1)

MDF

PHF

Maximum

Continuous Continuous Intermittent Continuous Intermittent Intermittent Intermittent Intermittent Intermittent Intermittent Continuous Continuous Continuous Continuous Continuous Continuous Continuous

m3/d m3/d L/s m3/d m3/d m3/d m3/d m3/d m3/d m3/d m3/d m3/d m3/d m3/d m3/d m3/d m3/d

5,300 2,650 22.1 5,300 5,300 34,750 34,750 10 5,300 26,500 8,850 26,500

17,600 8,800 22.1 17,600 17,600 24,600 24,600 200 17,600 87,950 29,300 87,950

20,100 10,050 22.1 20,100 20,100 22,100 22,100 250 20,100 100,450 33,500 100,450

30,350 15,200 22.1 30,350 30,350 11,850 11,850 400 30,350 151,750 50,600 151,750

35,000 17,500 22.1 35,000 35,000 7,200 7,200 400 35,000 174,950 58,300 174,950

42,200 21,100 22.1 42,200 42,200 350 42,200 211,000 70,350 211,000

34,900 17,450 22.1 34,900 34,900 7,300 7,300 400 34,900 174,500 58,200 174,500

52,650 26,350 22.1 52,650 52,650 10,450 300 42,200 211,000 70,350 211,000

134,600 67,300 22.1 134,600 31,400 134,600 79,750 100 54,850 223,700 74,600 211,000

134,600 67,300 22.1 134,600 31,400 134,600 79,750 34,750 34,750 400 54,850 223,700 74,600 211,000

21,200

70,350

80,400

121,400

139,950

168,800

139,600

168,800

Frequency

Units

Min

ADF-Dry

ADF

MMF

MWF

MWF (N-1)

MDF

PHF

Maximum

Net Net Instantaneous Instantaneous Intermittent Intermittent Intermittent Continuous Continuous Continuous

m3/d m3/d L/s L/s L/s L/s L/s m3/d m3/d m3/d

5,300 2,650 67 31

17,600 2,950 224 34

20,100 3,350 256 39

30,350 5,050 386 59

42,200 7,050 611 81

34,900 7,000 505 81

42,200 7,050 611 81

5,300 TBD TBD

17,600 TBD TBD

20,100 TBD TBD

30,350 TBD TBD

35,000 5,850 445 67 102 51 51 35,000 TBD TBD

42,200 TBD TBD

34,900 TBD TBD

42,200 TBD TBD

42,200 7,050 611 81 102 61 61 42,200 TBD TBD

Frequency

Units

Min

ADF-Dry

ADF

MMF

MWF

MWF (N-1)

MDF

PHF

Continuous Intermittent Intermittent Continuous

m3/d m3/d m3/d m3/d

51.8 12.5 64.3 1.5

51.8 193.0 244.8 4.9

75.6 233.0 308.6 5.6

75.6 398.0 473.6 8.5

75.6 406.0 481.6 9.8

75.6 372.0 447.6 11.8

75.6 406.0 481.6 9.7

75.6 309.0 384.6 14.7

75.6 106.0 181.6 37.6

75.6 406.0 481.6 37.6

Frequency

Units

Min

ADF-Dry

ADF

MMF

MWF

MWF (N-1)

MDF

PHF

Maximum

Continuous Intermittent Intermittent Intermittent Intermittent Intermittent

L/hr L/hr L/min L/min L/min L/min

10.4

83.1

90.0

128.0

122.0 0 5.1 27.7 9.8 10.8

121.0

122.0

101.0

44.0

128.0 1.0 6.1 33.3 11.7 12.9

Min

ADF-Dry

ADF

MMF

MWF

MWF (N-1)

MDF

PHF

Maximum

675 1,677 3,354

4,931 5,031 10,061

5,752 5,031 10,061

9,180 5,031 10,061

9,165 5,031 10,061 838 1,677

9,733 5,031 10,061

9,165 4,192 8,384

8,592 5,031 10,061

4,873 5,031 10,061

11,475 6,037 12,074 1,006 2,012

Process Liquid Flows (Permeate to Discharge) Stream ID 14 14A/B/C/D/E/F 14 14A/B/C/D/E/F 14 15 16 17

Stream Description Total Permeate Flow Permeate Flow Per Train Total Permeate Flow Permeate Flow Per Train Backpulse Flow Post Effluent Tank Discharge Discharge to North Saskatchewan Alternate Discharge Location

(Backpulse) (Maintenance Clean) (Recovery Clean)

Process Sludge Flows Stream ID S1 S2 S3 S4

Stream Description Primary Clarifier Sludge Wasting Waste Activated Sludge (WAS) Combined Primary & Secondary Sludge Primary Clarifier Scum Wasting

Maximum

Process Chemical Flows Stream ID C1 C2 C3 C4

Stream Description Coagulant (Alum) Sodium Hydroxide Sodium Hypochlorite Sodium Hypochlorite Citric Acid Sodium Hypochlorite

(as designed) (Maintenance Clean) (Recovery Clean) (Maintenance Clean) (Recovery Clean)

Process Air Flows Stream ID

Stream Description

Frequency

Units

A1 A2 A3

Mixing Air to Wet Weather Lagoon (Cell 3) Process Air to Aerobic Tank Total Membrane Air (Leap High) and (Leap Low) Membrane Air Per Train (Leap High) (Leap Low)

Intermittent Continuous Continuous Continuous Continuous Continuous

Nm3/h Nm3/h Nm3/h Nm3/h Nm3/h Nm3/h

A3A/B/C/D/E/F

TBD

LLOYDMINSTER WASTERWATER TREATMENT FACITLITY IPD TEAM VALIDATION REPORT

165

SUPPORTING DRAWINGS â&#x20AC;&#x201C; BUILDING MECHANICAL PIT

Appendix E

MECHANICAL LEGEND

X X

WTR

SA12

WTR

LINETYPES

VENTILATION

TEL

WTR

X X

SAN

TEL

WTR

X X X

SAN

PRIMARY CLARIFIER X

TEL

GAS

PLUMBING

EXISTING HEADWORKS BUILDING

X TEL

PWR O/H

GAS

FIRE PROTECTION DN

TEL

TP TEL

TEL

PTR

PWR GAS

SCHEMATICS

TEL

SAN

PWR

CONTROLS SAN

TEL

SAN

GAS