Applied Science, Faculty of
Civil Engineering, Department of
DSpace
University of British Columbia. Department of Civil Engineering
University of British Columbia. Campus and Community Planning
Durrant, Kaede
Nickel, Andrew
Miller, Andrew
McRae, Natalie
Nubaira, Anha
Qin, Xiaoying
The University of British Columbia (UBC) Point Grey Campus is located within the region known as the Cascadia Subduction Zone. Scientists have indicated that a large magnitude earthquake is likely to occur in this region. When this earthquake happens the potable water supply mains going through the University Endowment Lands (UEL) may be cut off. The UBC Social Ecological Economic Development Studies (SEEDS) Sustainability Program has been exploring ways to provide water to the residents in such an event, so as to improve their resiliency under trying times. A leading option in their search is to utilize the water found in aquifers that are located below UBC, in the Quadra Sand layer. This final design report explains in detail how this will be achieved and also provides final detailed drawing sets. There are two aquifers in the Quadra Sand layer, containing about 5 and 15 metres of available water, respectively. During an emergency, there is enough water in these aquifers to provide potable water for the UBC residents for a period of about seven days. The main objective was determining what flow could be produced from a well installed in these aquifers. It was determined from our analysis that a well installed at a suitable location could produce around 15 litres per second. The next objective considered was understanding the demand flow rate. From analyzing the current usage some important areas came to the forefront: residential, academic research, and the hospital. Accommodating these and reducing in areas such as irrigation and laundry, brought the average demand to around 67 litres per second. Wells were located based on the thickness of the aquifer and available surface space. Additionally, drawing water from one well can impact the available water at a nearby well. This calculation was done and it was determined there will be enough water for all the wells to draw continually for the 7-day emergency period. Also of importance for well location was the thickness of till cover at the surface, as excess till can cause delays in drilling. It was decided to use the existing water network to transport the well water to the residents, however, the well water would need to be treated before entering the network. The location for the treatment plant, storage reservoir, and pump station was based on proximity to the entrance of the two existing pressure zones, in order to minimize water main installation costs. The well water will first arrive at a treatment plant to receive filtration and chlorination, before proceeding to a storage reservoir. The inclusion of a 4,500 cubic metre storage reservoir helps balance the daily peaking demands and provides the campus with a source of water, ready to be used immediately after the onset of an emergency. This combination will provide an average flow rate of 67 litres per second. The treated well water in the storage reservoir will be sent to the two existing pressure zones from the pump station. This system has been designed for reliability and to have a service life of 50 years, thereby meeting the needs of current and future residents. The first month of this project was spent researching wells, aquifers, precedent structures, campus demand and reservoirs. This collaborative process involved sharing ideas, walking through explanations, and documenting rationale behind decisions. After the initial research, a technical analysis was performed for the soil geology, the hydraulics, the environmental impact, the cost, the schedule and for the construction planning. The project is scheduled to start construction on May 1, 2021, completing on November 23, 2021. The final project cost is $6.5 million, as determined in the attached class A, cost estimate.This final detail design for the emergency water system will provide a seamless transition from a broken water supply main, to a treated well water supply system. Disclaimer: “UBC SEEDS provides students with the opportunity to share the findings of their studies, as well as their opinions, conclusions and recommendations with the UBC community. The reader should bear in mind that this is a student project/report and is not an official document of UBC. Furthermore readers should bear in mind that these reports may not reflect the current status of activities at UBC. We urge you to contact the research persons mentioned in a report or the SEEDS Coordinator about the current status of the subject matter of a project/report.”
UBC Groundwater Emergency Water Supply Project Prepared by: Kaede Durrant, Andrew Nickel, Andrew Miller, Natalie McRae, Anha Nubaira, Xiaoying Qin Prepared for: Course Code: CIVL 446 University of British Columbia Date: 16 April 2021 Disclaimer: “UBC SEEDS Sustainability Program provides students with the opportunity to share the findings of their studies, as well as their opinions, conclusions and recommendations with the UBC community. The reader should bear in mind that this is a student research project and is not an official document of UBC. Furthermore, readers should bear in mind that these reports may not reflect the current status of activities at UBC. We urge you to contact the research persons mentioned in a report or the SEEDS Sustainability Program representative about the current status of the subject matter of a report”. University of British Columbia Social Ecological Economic Development Studies (SEEDS) Sustainability Program Student Research Report UBC Social Ecological Economic Development Studies (SEEDS) Sustainability ProgramStudent Research ReportUBC Groundwater Emergency Water Supply ProjectKaede Durrant Andrew Nickel Andrew MillerNatalie McRae Anha Nubaira Xiaoying QinUniversity of British ColumbiaCIVL 446April 2021Disclaimer: “UBC SEEDS Sustainability Program provides students with the opportunity to share the findings of theirstudies, as well as their opinions, conclusions and recommendations with the UBC community. The reader shouldbear in mind that this is a student research project/report and is not an official document of UBC. Furthermore,readers should bear in mind that these reports may not reflect the current status of activities at UBC. We urge you tocontact the research persons mentioned in a report or the SEEDS Sustainability Program representative about thecurrent status of the subject matter of a project/report”.1Executive SummaryThe University of British Columbia (UBC) Point Grey Campus is located within the region known as theCascadia Subduction Zone. Scientists have indicated that a large magnitude earthquake is likely to occur inthis region. When this earthquake happens the potable water supply mains going through the UniversityEndowment Lands (UEL) may be cut off. The UBC Social Ecological Economic Development Studies(SEEDS) Sustainability Program has been exploring ways to provide water to the residents in such anevent, so as to improve their resiliency under trying times. A leading option in their search is to utilize thewater found in aquifers that are located below UBC, in the Quadra Sand layer. This final design reportexplains in detail how this will be achieved and also provides final detailed drawing sets.There are two aquifers in the Quadra Sand layer, containing about 5 and 15 metres of available water,respectively. During an emergency, there is enough water in these aquifers to provide potable water for theUBC residents for a period of about seven days. The main objective was determining what flow could beproduced from a well installed in these aquifers. It was determined from our analysis that a well installed ata suitable location could produce around 15 litres per second. The next objective considered wasunderstanding the demand flow rate. From analyzing the current usage some important areas came to theforefront: residential, academic research, and the hospital. Accommodating these and reducing in areassuch as irrigation and laundry, brought the average demand to around 67 litres per second.Wells were located based on the thickness of the aquifer and available surface space. Additionally, drawingwater from one well can impact the available water at a nearby well. This calculation was done and it wasdetermined there will be enough water for all the wells to draw continually for the 7-day emergencyperiod. Also of importance for well location was the thickness of till cover at the surface, as excess till cancause delays in drilling. It was decided to use the existing water network to transport the well water to theresidents, however, the well water would need to be treated before entering the network. The location forthe treatment plant, storage reservoir, and pump station was based on proximity to the entrance of the twoexisting pressure zones, in order to minimize water main installation costs.2The well water will first arrive at a treatment plant to receive filtration and chlorination, before proceedingto a storage reservoir. The inclusion of a 4,500 cubic metre storage reservoir helps balance the dailypeaking demands and provides the campus with a source of water, ready to be used immediately after theonset of an emergency. This combination will provide an average flow rate of 67 litres per second. Thetreated well water in the storage reservoir will be sent to the two existing pressure zones from the pumpstation. This system has been designed for reliability and to have a service life of 50 years, thereby meetingthe needs of current and future residents.The first month of this project was spent researching wells, aquifers, precedent structures, campus demandand reservoirs. This collaborative process involved sharing ideas, walking through explanations, anddocumenting rationale behind decisions. After the initial research, a technical analysis was performed forthe soil geology, the hydraulics, the environmental impact, the cost, the schedule and for the constructionplanning. The project is scheduled to start construction on May 1, 2021, completing on November 23,2021. The final project cost is $6.5 million, as determined in the attached class A, cost estimate.This finaldetail design for the emergency water system will provide a seamless transition from a broken watersupply main, to a treated well water supply system.3Table of Contents1.0 Introduction 72.0 Project and Site Overview 83.0 Design Criteria 104.0 Key Components & Technical Design Considerations 104.1 Wells 104.1.1 Structural System 114.1.2 Pump Selection 124.1.3 Materials 134.1.4 Rationale 144.2 Pipe System 164.2.1 Structural System 164.2.2 Materials 174.2.3 Rationale 184.3 Treatment 194.3.1 Structural System 194.3.2 Materials 204.3.3 Rationale 204.4 Storage Reservoir 214.4.1 Structural System 214.4.2 Materials 224.4.3 Rationale 234.5 Pump Station 244.5.1 Primary Criteria 244.5.2 Additional Criteria 244.6 Seismic Considerations 254.7 Geological Assessment 265.0 Standards and Software Packages 285.1 Codes and Standards 285.2 Regulatory Requirements 285.2 Software Packages 306.0 Construction Specifications 317.0 Draft Construction Work Plan 318.0 Cost Estimate 329.0 Schedule 3310.0 Service Life Maintenance Plan 3310.1 General Operation and Maintenance Guidelines 3310.2 Emergency Actions 3310.3 Wells 3410.4 Treatment Station 34410.5 Storage Reservoir 3410.6 Pump Station 3410.7 Transmission Mains 3511.0 Conclusion & Recommendations 3512.0 References 36Appendix A - Calculations 40Appendix B - EPANET 46Appendix C- Schedule 49Appendix D- Cost Estimate 50Appendix E- Construction Specifications 51Appendix F - Detailed Design Drawings 615List of FiguresFigure 1 The UBC Point Grey Campus Project Overview Map 9Figure 2 Well Design Overview 11Figure 3 System and Pump Curves 13Figure 4 Drawdown Depth Influence 15Figure 5 Transmission Main Map 17Figure 6 Predicted Soil Stratigraphy- Borehole TH-01-01_70 26List of TablesTable 1 Team Contribution Breakdown 8Table 2 Well Components, Pump Components and Specified Materials 14Table 3 Transmission Main Materials 18Table 4 Transmission Main Losses 19Table 5 Treatment Station Materials 20Table 6 Storage Reservoir Design Features 22Table 7 Storage Reservoir Materials 23Table 8 Storage Reservoir Design Rationale 24Table 9 Predicted Soil Stratigraphy- Borehole TH-01-01_70 26Table 10 Summary of Soil Parameters 28Table 11 Important Regulations to be Considered 29Table 12 Construction Work Draft Plan 3161.0 IntroductionThis report presents the final design of a groundwater emergency water supply system for UBC’s PointGrey Campus. The system is designed to provide the campus with potable water in case of a majoremergency leading to failure of the Metro Vancouver water supply. UBC currently receives water fromMetro Vancouver via two water mains running through the UEL. In the event that these mains fail, UBCwould be left with no water. A backup water supply system which uses wells on campus to accessgroundwater from the Quadra Sand layer aquifers was designed.The Quadra Sand layer aquifers stretch beneath the entire UBC Point Grey campus with the upper layerbeing approximately 5 m deep, and the lower sands approximately 15 m deep. The lower aquifer isapproximately 90 m below ground. To access these aquifers, wells will have to be drilled on campus andthe water will be pumped to the surface. The water will then be stored, treated, and distributed to campusresidents. Analysis of the aquifer indicated that a single well will yield approximately 15 L/s.The first design step was determining demand. It was decided that it was imperative to provide water forresidential, academic, and hospital uses. This led to an average demand of 67 L/s. The next step wasdetermining how to supply this water. Due to fluctuations in demand throughout the day, a storagereservoir was necessary. It was then decided to prefill this storage reservoir with treated water from theUEL mains. The stored water will be used in conjunction with four wells to provide an average flow of 67L/s for exactly one week following a UEL water disruption event. To ensure that the stored water does notgrow stale, a water main from the UEL will be rerouted through the tank to continually refresh the watersupply. The final design step was creating a distribution and treatment system. The team decided to use theexisting water distribution system, and pump water from the reservoir back into the UEL mains. Treatmentwill be accomplished before the well water enters the reservoir, using chlorine. Inflow into the storagereservoir after treatment will be controlled with a check valve.7Table 1: Team Contribution BreakdownMemberNumberTeamMemberContributions Review1 KaedeDurrant● Storage reservoir calculations and design● Storage reservoir drawings● Storage reservoir construction specifications● Design CriteriaXiaoyingQin2 NatalieMcRae● Pipe system calculation and design● Pipe system drawings● Pipe system construction specifications● Well pump selection EPANET model● Standards and Software PackagesAnhaNubaira3 AndrewMiller● Design of Pump Station for Preliminary Stage● Overview map & Reservoir Sump CAD drawing● Formatting Final Design Drawing set● Material Handling Construction SpecificationsKaedeDurrant4 AndrewNickel● Construction schedule● Concrete construction specifications● Service Life Maintenance PlanNatalieMcRae5 AnhaNubaira● Draft Construction Work Plan● Cost Estimate● Project and Site OverviewAndrewNickel6 XiaoyingQin● Well calculations and design● Well drawings● Well and General Requirements constructionspecifications● Geotechnical modelAndrewMiller2.0 Project and Site OverviewThe UBC groundwater emergency water supply project is designed to be an alternative water source forcampus activities in the event of an emergency such as an earthquake, power failure, pump failure,transmission main failure, valve seizure, contamination, or any combination of the above. In such a crisis,the two existing water mains along Pacific Spirit Park which supply the UBC Point Grey campus withwater from Metro Vancouver may no longer be a reliable water source. The client - UBC SEEDS (SocialEcological Economic Development Studies) Sustainability Program - intends for the project to helpestablish UBC as a resilient institution in the case of service interruptions. Utilizing the Quadra Sand layerunderneath UBC, the groundwater emergency supply should be able to service the peak campus populationof 55,000 people each day with potential to increase service to 70,000 by 2030.8The project team aims to deliver a sustainable groundwater supply solution to UBC’s emergency waterproblem, taking into consideration the triple bottom line (financial, social and environmentalaccountability) to ensure stakeholder satisfaction. The design will provide water for peak campuspopulations for one week in the event of a crisis, covering both residential water demands andresearch/academic needs. The new system will connect to the existing water mains to ensure that a reliableon-campus water supply is constantly available. All relevant bylaws, criterias and policies for land/wateruse and building design were strictly adhered to. The UBC emergency groundwater supply will providewater for the UBC Point Grey Campus which includes residential communities and all UBC campusbuildings, spanning approximately 4 km2. The Point Grey Campus is a part of the UEL that containsadditional residential areas and the Pacific Spirit Regional Park.Figure 1: The UBC Point Grey Campus Project Overview Map93.0 Design CriteriaDesign and analysis were based on a 2,475-year return period “design event” earthquake along the PacificPlate. This return period was selected as it corresponds to an event with a magnitude that would have thecapacity to break water mains, which is our primary concern. The analysis includes a maintenance planwhich includes yearly checks of systems and cleaning where necessary, with an intended total design lifeof 50 years. Regular upkeep of chlorine for the treatment system will also be required, as it would be themain emergency treatment mechanism for the emergency system.The design loading for the system was based on analysis of UBC’s water use breakdown. The analysisshowed the average demand during an emergency to be 67 L/s, and the peak anticipated flow in the eventof an emergency to be 182 L/s.Subsequently, from our calculations of a 15 L/s well production rate, arequired well quantity of 4 was determined to meet selected demand.4.0 Key Components & Technical Design ConsiderationsThe emergency water supply design provides water to UBC residents at about two thirds the existing rate.Four wells provide water to a treatment station; which outputs to a storage reservoir. The storage reservoiracts as a buffer during the high and low demand periods, allowing the pumps to run at a constant rate. Apump station draws treated water from the reservoir and increases the pressure to the current level, whilesending it to both the existing water networks (the high pressure and low pressure zones). Duringnon-emergency times, the UEL supply is re-routed through the reservoir and pump station and joins backto the UEL supply water main at the same pressure.4.1 WellsThe well system of the emergency water supply consists of 4 individual wells, each capable of supplying a15 L/s flow rate. Each well taps into both the upper and lower aquifer of the Quadra Sands underneathUBC. Installation will be conducted by a BC registered well driller and well pump installer as perprovincial guidelines. The well locations will follow Canadian health hazard regulations, and be located 6m from any private dwelling.104.1.1 Structural SystemAt the surface of the well system, the well head will extend 0.70 m above the ground elevation, cappedwith a watertight vented well cap. Each well will be registered with the BC Ministry of Environment andlabeled with a well identification plate. A 0.2 m depth surface clay soil backfill will be installed with aslope facing away from the wellhead to prevent surface water infiltration. A pitless adapter extrudes thecasing at a 0.9 m depth for connection to the pipe system. Below the backfill, a 0.5 m deep cement groutbase encompasses the well casing, extending a 1 m radius around the casing diameter.Figure 2: Well Design OverviewUnderneath the cement grout, the well extends 90 m to reach both the upper and lower aquifer sands. Thecross section of the well consists of a 0.152 m (6 inch) diameter steel inner drop pipe with a wire wrapscreen intake at the bottom of the pipe. The 0.254 m (10 inch) diameter stainless steel casing willencompass the drop pipe, allowing ample space for water intake and flow. A 30 HP 9 stage submersiblepump will be installed in each well to extract water from the aquifers. Each submersible pump would beconnected to a 30HP motor. A Variable Frequency Drive will be used to control pump flow rates in caselower flow is required.At elevations [19.20 m - 21.3 m] and [3.58 m - (-4.52) m] where the well draws water from the upper andlower aquifers, the well casing is replaced by pipe based wire wrap screens for water intake. The wire wrap11screens have 0.15 mm slits to filter sands and gravel from the exterior aquifer water source. Outside of thescreens, a 12.7 cm or 5 inch thick layer of gravel pack will provide additional water filtration and preventscreen clogging.Above/below each gravel pack, there is a 1 m layer of bentonite clay grouting. In the geotechnical analysis,a potential organics layer is expected to be present at elevation [12.88 m - 13.79 m] posing a contaminationrisk. In response, 2.91 m of bentonite clay grouting will be used to fill the casing exterior [0.91 m atorganics + 1 m above/below organics]. Due to the magnitude of the well depth, the gravel pack andbentonite clay will be supplemented only at the specified depths for cost saving reasons. For the majorityof the casing, the exterior will be backfilled.For detailed, close-up drawings of the well, please refer to the Appendix.4.1.2 Pump SelectionSeveral conditions pertaining to pump selection had to be met. The goals included:1. Pumps must provide sufficient head to meet system demands2. Overpumping must be avoided (pumps cannot operate above 15 L/s)3. Backflow into the wells must be preventedHydraulic analysis was performed to calculate the approximate head that the pumps would need to supply.An appropriate pump capable of meeting the flow rate and requirements was then selected. The pumps areall required to supply approximately 110 m of head at 15 L/s. A good pump choice would be Flint andWalling’s 30 HP 9 stage submersible pump, paired with a variable frequency drive. This pump can supplya flow of approximately 15 L/s and 113 m of head at it’s best efficiency point. Assuming that a VFD willbe used to limit the flow rate from each pump to 15 L/s (the well’s production limit), the system wasanalyzed using EPANET. The system was modeled to ensure that the well pumps would be fully capable ofextracting water from the wells and transporting the water to the treatment and pump station. The EPANETmodel can be found in Appendix B. Pressure reducing valves were modelled before each node to equalizethe incoming pressures. Figure 3 below shows the pump and system curves created for each well. Theintersection represents the pump operating point. The pump curve data was taken from the manufacturerwebsite. The system curve uses head drops across pressure reducing valves calculated by EPANET,12assuming that the pump has been set to operate at 15 L/s. Detailed calculations can be found in theAppendix A. Further description of the EPANET software can be found in Section 5.0.Figure 3: System and Pump Curves4.1.3 MaterialsAs the well system will need to be reliable in the case of an emergency, materials chosen for the wellconstruction were selected based on durability and serviceability. The following table highlights thedimensions and materials chosen for each well component.13Table 2: Well Components, Pump Components and Specified MaterialsWell Component Materials and SpecificationsWell Cap Water-tight vented 6” diameter cast iron well cap.Piping A 92 m length 0.152 m (6”) diameter stainless steel pipeCasingA 91.3 m length 0.254 m (10”) diameter stainless steel casing with embeddedscreens at the upper + lower aquifers. Casing will be capped with a 0.05 m thicksteel bottom plate.ScreensPipe based wire wrap screen with 0.15 mm slit size [D40 of sample soil grainsize]For Upper Aquifer: 3.00 m depthFor Lower Aquifer: 10.80 m depthGravel PackWell rounded clean river/ocean sand with a nominal diameter of 0.2mm. Must beuniformly graded.Sealing + ContaminationPreventionCement grout at surface of the well to prevent surface contamination. Bentoniteclay will be used above/below organics to prevent potential contamination.Pump Component Materials and SpecificationsPumps 4x Flint and Walling 30 HP 9 stage submersible pumpMotor 4x 3 Phase 30 HP motorVariable Frequency Drive 4x 30 HP Variable Frequency DrivePressure Reducing Valves 6x Singer 106-PR-C Pressure Reducing and Check Valve4.1.4 RationaleA concern for the placement of wells was balancing the cost of piping to connect the wells to storage andensuring the wells do not debilitate nearby wells’ water intake capacity. The closest wells of concern arewell 3 and well 4, with 301 m spacing in between the placements. Using the Theis equation andsuperimposing drawdown curves, a 12.54 m drawdown depth (out of 13.8 m original aquifer depth) will beexperienced at equidistance between well 3 and 4 at the end of a 7 day draw period. This is a significantdrawdown; however the system is intended to operate for at a maximum of 7 days and aquifer depletion by14the end of this emergency period is considered to be acceptable for the project. For assumptions anddetailed calculations, refer to the Appendix.Figure 4: Drawdown Depth InfluenceThe two major challenges faced in well design were contamination prevention and durability of the well towithstand and outlast emergency situations.Contamination is a significant hazard in well systems because surface contamination infiltration oftentimespenetrates deep depths by flowing along the well casing surface. The well cap is watertight to preventcontamination from accessing the well water from inside the drop pipe or casing. The ground surroundingthe pipe will also be backfilled with a slope facing away from the wellhead. This ensures water does notaccumulate around the well and infiltrate due to hydrostatic head from precipitation build-up. Additionalgrouting measures are taken at the surface and along the casing of the well. At the ground surface, cementgrout will deflect any surface infiltration away from the well, reducing flow running down the casinglength and encouraging water to be naturally filtered by soil. Bentonite grout is used along the length of thecasing above/below the gravel packs at aquifer levels, as well as in replacement of the organics layer. Thebentonite will swell up and behave like a plug to discourage vertical contamination infiltration, and ensurethe intake water is composed of clean aquifer groundwater.The durability of the well is of concern for seismic loads as well as service life/maintenance requirements.As the well is designed to be used in emergency circumstances such as in post-earthquake situations, theresiliency of the system is important. Stainless steel metal casing and drop pipes will be used due to their15ductility and ability to continue service with minor damages. The long-term serviceability of the welllargely depends on the water intake screens, as groundwater sediments can quickly build up and clog thescreens. A pipe-based wire wrap screen will be used as the wires produce a ‘v-shape’ opening whichdiscourages sediment trapping. The 0.15 mm slit screen will be capable of filtering out coarse-fine grainedsands as well as all gravel. The 0.20 mm gravel pack surrounding the screen will be uniform in diameterand ‘round’ in grain shape (clean river/ocean sand) to sieve aquifer sands during water intake and reduceclogging.4.2 Pipe System4.2.1 Structural SystemWater will be transmitted from the storage reservoir to the existing UBC water distributions system via twotransmission mains. The transmission mains will be Polyvinyl Chloride Pressure (PVC) with a diameter of300mm. Exact material specifications can be found in Section 6.0 of the report. The transmission mainswill be installed along existing rights of way. Installation and construction specifications can be found inSection 6.0 of the report. Contractors will adhere to UBC’s Technical Guidelines (2020) and UBC Energyand Water Services standards when installing the transmission mains. A Utility Service ConnectionApplication and a Plumbing Permit prior to construction will be required.The high pressure zone transmission main will be approximately 256 m long and transmit water from thestorage reservoir to the UBC high pressure zone water main on University Boulevard. It will run along theunnamed corridor shown below in Figure 5. The low pressure zone transmission main will beapproximately 1644 m long and transmit water from the storage reservoir to the UBC low pressure zonewater main on West 16th Ave. It will run along Fairview Place and Thunderbird Boulevard to WesbrookMall, and then run along Wesbrook Mall to West 16th Ave. It will connect to the existing low pressurewater main on West 16th Ave. just downstream of the existing check valve station. Figure 5 below showsthe approximate paths of the transmission mains. Construction drawings with detailed system layouts canbe found in Appendix F. For detailed drawings of fittings, elbows, and valves refer to the manufacturercatalogue. For detailed trenching drawings and specifications refer to the UBC Technical Standards.16Figure 5: Transmission Main Map4.2.2 MaterialsMaterial choice was guided by the hydraulic requirements of the system and applicable guidelines andstandards. PVC piping was selected for its durability and resistance to corrosion, as specified in the UELwater main replacement program. All materials meet the relevant American Water Works Association(AWWA) standards and Canadian Standards Association (CSA) standards. Further specifications can befound in Section 6.0. The following tables summarizes the components of the transmission main system:Table 3: Transmission Main Materials17Transmission MainComponent: Material:Pipes 1900 m of 300 mm Pressure Class 200 Polyvinyl Chloride Pressure PipeValves 2 x Watts Series 774 300 mm Double Check Valve Backflow PreventionAssembliesFittings6 x 300 mm Pressure Class 235 IPEX Blue Brute Series 90 degree angles3 x 300 mm Pressure Class 235 IPEX Blue Brute Series 45 degree angles3 x 300 mm Pressure Class 235 IPEX Blue Brute Series 22.5 degree angles3 x 300 mm Pressure Class 235 custom 17 degree angle2 x 300 mm x 300 mm x 300 mm Pressure Class 235 IPEX Blue Brute Series teesJoint Restraints 19 x Stargrip Series 4100P Wedge Action Joint RestraintsTrench Fill 19 mm combined crushed aggregate fillPipe Bedding 19 mm combined crushed aggregate fill4.2.3 RationaleTransmission main materials were selected for durability and reliability. Stragrip, IPEX, and Watt productsare frequently used in water main infrastructure projects in multiple municipalities, and have been provento meet the applicable AWWA and CSA standards described in Section 6.0. Construction drawings wereproduced in accordance with the UBC Technical Guidelines and City of Vancouver Standards.Transmission main sizing was based on the predicted well flow rate and emergency requirements. In thecase of an emergency all UBC campus water would flow through the transmission mains. The pumpstation will be designed to supply 75 psi ( 517 kPa) to the high pressure zone and 60 psi (414 kPa) to thelow pressure zones. The combined flow rate through the pipes will be 67 L/s. It is imperative that thetransmission mains are capable of sustaining high flow rates at high pressures for prolonged periods oftime. For this reason the mains were designed to have a diameter of 300 mm to accommodate high flowrates, and all materials were specified to a high pressure rating. Head loss calculations were performedusing the Hazen Williams equation, assuming a roughness coefficient of 150 and accounting for minorlosses. It was assumed that at peak flow approximately 33.5 L/s of water would flow through each pipe.Table 4 below summarizes the results. Sample calculations can be found in Appendix A.Table 4: Transmission Main Losses18Transmission Main Main to HPZ Main to LPZMajor Losses 1.68 kPa 11.75 kPaMinor Losses 1.08 kPa 0.54 kPaTotal: 2.76 kPa 12.29 kPaBased on these calculations, the pump station must provide at least 519.8 kPa of pressure at the inlet of thehigh pressure zone transmission main, and 426.3 kPa of pressure at the inlet of the low pressure zonetransmission main.Transmission mains were routed to minimize cost and time of construction. Where possible, only standardsized angles and fittings were used, to minimize the cost of custom fabrication. All mains were routeddown existing rights that UBC has already designated as utility corridors to avoid lengthy constructiondelays. Where possible, transmission main cover was kept to 0.9 m. This is the optimal depth to avoidelectrical, communications, and natural gas lines, which are typically buried with 0.6 m of cover, and stormand sanitary sewers, which are typically buried with 1.5-3.0 m of cover. Based on this information, it wasassumed that conflicts between the new transmission mains and existing utilities would not occur. It isincumbent on the contractor to confirm the location of all existing utilities and report any design conflictsto the engineer.4.3 TreatmentAfter being drawn from the wells, the water may need to be treated. Treatment would occur at a watertreatment station directly adjacent to the storage reservoir and pump station. Water from the well networkwould be processed in the treatment station before entering the storage reservoir, from which it would bedistributed using the existing pipe system.4.3.1 Structural SystemWater enters the treatment station through a 200 mm PVC pipe. The treatment station itself will be housedbelow ground within a reinforced concrete foundation. The above ground structure will be constructedusing prefabricated steel and will provide easy access to the treatment area. Once the water has entered thestation, it will be piped into a series of cylindrical completely stirred tank reactors. A conservative chlorine19contact time of 36 minutes for a free chlorine dosage of 0.5 mg/L was calculated for the system, whichgives a total reactor volume of 130 m3. These tanks will be constructed using marine grade aluminum andwill be continuously stirred by electric central motor systems. The system will also have a chlorine residualanalyzer to ensure chlorine is kept at acceptable levels. The exact design of such a structure is left to thesubcontractor.4.3.2 MaterialsBelow is a summary of the materials that will be used in the construction of the treatment station. Materialselection was based on a number of factors, including price, resiliency, and serviceability.Table 5: Treatment Station MaterialsTreatment StationComponent: Material:Pipes 200 mm PVCStructure 20ga Steel Prefabricated BuildingSlab 30M Reinforced ConcreteTanks Marine Grade AluminumPipe Fittings 200 mm PVC fittingsChlorine Analyzer CL17sc Colorimetric Chlorine AnalyzerMixing Motors NEMA 140 Frame 3-Phase NEMA Frame General Purpose AC Motors4.3.3 RationaleThe treatment system for this project was selected on the basis of several federal and provincial drinkingwater guidelines. Much of this is dependent on the results of a Groundwater at Risk of ContainingPathogens (GARP) assessment. In British Columbia, water must be treated by a distributor only if it isfrom a surface source or if a groundwater source fails the GARP assessment (in accordance with the B.C.Drinking Water Regulation section 5.2). This assessment is to be performed by a drinking water officer(DWO) and will inform the degree of treatment that must be performed on the water. The above watertreatment station plans were designed for the event that this system fails the DWO’s GARP assessment.Notably, this treatment system must have 4-log removal of viruses, 3-log removal of protozoa, maintainless than 1 NTU effluent turbidity, and have no detectable E. coli or fecal coliforms. Based on theserequirements, it was determined that the ideal system would be one that uses chlorine for treatment20purposes. Some of the factors that influenced this decision are listed hereafter. When using a groundwatersystem, the process of the water travelling through the soil provides a significant degree of filtration. Thisis also in accordance with provincial recommendations of using both filtration and chemical treatment. Assuch, the level of chlorination needed to remove pathogens is significantly reduced. Additionally, the costof chlorine treatment is generally lower than the cost of other treatment methods such as UV. However,chlorine does require replacement at semi-regular intervals. The method for implementing this treatmentwas selected to be a completely stirred tank reactor, as it allows a constant inflow and outflow of water.4.4 Storage ReservoirThe storage reservoir is a single cell cast-in-place underground chamber. The on-line storage system isconstantly refreshed by the incoming UEL water supply to ensure that the reservoir is active and water isrefreshed at all times. A valve chamber encloses the inlet and outlet valves connected to the reservoir forease of access.. In the event of an emergency, the inlet path from the UEL water supply closes, and theinlet path from the well supply and treatment facility will be opened. This system allows water to besupplied to the UBC community with minimal interruption while the water source is transitioned over tothe groundwater supply that is able to service the campus for 7 days. The reservoir also serves as anequalization tank to ensure that no groundwater is wasted. The following sections outline the structuralsystem and materials selected based on guidelines published by Vancouver Coastal Health, theGovernment of BC, and local municipalities.4.4.1 Structural SystemThe underground 4,500m3 storage reservoir is sized and designed to adequately supply the UBCcommunity during emergency situations. The structure is a watertight structure with fully operationalmechanical equipment and SCADA equipment, as outlined in the construction specifications. Thereinforced concrete structure of the storage reservoir contains 40 reinforced columns (500 mm by 500 mm)that redistribute the load from the roof of the storage reservoir to the ground. The roof of the storagereservoir is designed for a uniformly distributed live load equivalent to an “assembly area”, which providesa myriad of possibilities for creative use of the space above the reservoir, if the community desires to doso. The thickness of the walls and roof are well above the minimum corrosion cover requirement outlinedin the latest BC building code. Freeze thaw requirements as well as other specific structural design21considerations shall be examined and approved by the structural subcontractor prior to start ofconstruction. Detailed design drawings for the storage reservoir and all associated calculations are shownin the appendices.Design features for the storage reservoir, as required by provincial and regional authorities, are outlined inthe following table:Table 6: Storage Reservoir Design FeaturesDesign Features● One 4,500 m3 cell● Inlet path from treatment facility● Inlet path from UEL supply● 2 outlets to pump station● Overflow drain● Drain outlet at floor● Roof access hatch (manway)● Downturned ventilation pipe● Lighting, locks, and alarms● Sloped reservoir floor● Minimum 1 m x 1 m x 0.4 m drain sump● Wall ladder and railings● SCADA equipment incl. leakagemonitoringFurther, The storage reservoir’s structural stability was checked with the preliminary geotechnical model toensure it meets bearing capacity limits. As the soil stratigraphy underneath the storage reservoir consists ofover 65 m of well graded dense sands, settlement is not of concern. Preliminary calculations can be foundin the appendix, however, detailed analysis and final approval shall be subcontracted. In lieu of awashdown connection, the operational plan shall include services by a portable servicing truck.4.4.2 MaterialsMaterial selection was based upon review of guidance documents from various Canadian municipalities.The table below provides a summary of the storage reservoir components and materials that will be used inthe design.Table 7: Storage Reservoir Materials22Storage Reservoir Component Material● Internal piping PVC● Storage cell - Walls, base, and roof● Structural supporting columns● Sump chamber● Valve chamberReinforced concrete● Access hatches● Overflow drain● Wall ladder● Floor drain● Downturned vents● All metal parts within storage reservoir (bolts, nuts, screws,anchors)Stainless Steel or other NSF61approved material*All materials will meet ANSI/NSF61 standards for safety.As outlined in the Design Guidelines for Rural Residential Community Water Systems by the Governmentof BC, completed reservoirs should be cleaned and disinfected in accordance with current AWWAstandards prior to the start of operation.4.4.3 RationaleStorage size was calculated based on best practices adopted by various jurisdictions in BC. The concretestorage reservoir cell holds up to 4500 m3 of water for immediate use, and acts as a buffer for peakdemands. The total storage volume was determined by the summation of balancing volume, emergencysupply volume, and fire flow supply volume.Water main connections to the existing UEL waterdistribution system will be able to provide 67 L/s ADD and 186 L/s PHD design flows for residentconsumption, assuming a population of 55,000 students and residents. The demands throughout the daywere estimated using a diurnal pattern with a steady base flow as described in the UBC Water Action Plan(2019). Detailed calculations can be found in the appendix.Rationale for key design features are summarized in the table below:Table 8: Storage Reservoir Design Rationale23Key Storage Reservoir Design Features & RationaleSingle cell “on-line” reservoir For equalization capacity of pumped groundwater supplyduring emergencies, and to ensure minimal interruption inwater supply in the event of an emergency.Overflow drain For emergency overflow. Sized to handle overflowequivalent to design inflow.Roof access hatch For maintenance and temporary ventilation.Ventilation pipe For intake and exhaust air columns for filling and drainingthe reservoir.Wall ladder For ease of access. Designed with attachment points for fallarrest equipment.Sloped reservoir floor towards floor drain For ease of draining for maintenance.Minimum 1 m x 1 m x 0.4 m drain sump For draining.4.5 Pump StationThe final design for this project will require a pump station. This is because we are including a reservoir tostore a back-up supply of water that can be used immediately in the event of failure. However, since thepump station falls outside of the primary scope for this project, we will provide the basic requirements andcriteria and allow the sub-contractor to make the full design.4.5.1 Primary CriteriaThe pump station will need to be built for continual and reliable operation. In this final design, the UELwater mains get rerouted to fill the storage reservoir. From the storage reservoir the pump station brings thewater back to the same flow and pressure that the UEL had originally provided. The pump stations connectback to the existing continuation of the UEL supply water mains. The high pressure zone operates at 75 psiand uses an average day demand of 124 L/s. The pipes used to exit the pump station will be 300 mm PVC.The pump station would need to be designed for these numbers. Refer to section 4.2 for more details abouthead loss in the water supply network.4.5.2 Additional CriteriaThe low pressure zone on the southern portion of UBC Point Grey campus, operates at 60 psi. Thispressure is achieved through using a pressure reducing valve (PRV) from the high pressure zone. Thereforeno extra requirements are placed on the pump station.24The building itself needs to be built for a lifetime of 50 years. It will be likely located underground andneeds to be readily accessible and spacious enough for easy servicing and maintenance. It must be built inaccordance with the standards laid out in section 5.0. Additionally, since this system is being made toprovide water after a major earthquake, the building must be made strong enough to continue functioningafter such an earthquake. The electrical power for the pump station will come from the grid during regularoperation. However the building must be able to switch over to emergency back-up power provided by anearby building’s back-up generator system.4.6 Seismic ConsiderationsAlmost the entirety of this project is predicated on the fact that a high-magnitude earthquake could damagethe water mains running to UBC. As such, it is of utmost importance that the system be resistant to seismiceffects. When examining the system as a whole, the areas most at risk are the pipe system and the storagereservoir. The latter is to be designed to the standards of the BCBC and ACI guidelines. Although there areload cases that utilize the effect of earthquakes within these guidelines, their final value is less than that ofthe factored dead load combination. This is in large part due to the relatively short stature of the building,reducing the effects of compounding acceleration. Another effect that must be considered for both thestorage reservoir and the pipe system, however, is liquefaction. In order for liquefaction to occur, thefollowing conditions must be met:● Cohesionless soil● Loose● Undrained conditions● Saturated● Strong ground shakingBased on the available geological data, the only sections of the soil stratigraphy that could potentially meetthese requirements are the saturated sand layers of the upper and lower aquifer. However, the layers seemto have a sufficient amount of drainage to prevent any liquefaction from occurring. Additionally, anypotential liquefaction in these layers would have a minimal effect on the pipe system, which will be quiteclose to the ground surface. Precautions must still be put in place, however. The relative flexibility of PVC(in contrast to a material such as asbestos concrete) allows it to weather moderate levels of wavepropagation with little damage. Instead, much of the failures in such a pipe system would be due to pulledjoints. Thus, it is important that the pipe joints throughout the system be installed with a high degree ofprecision and potentially extra reinforcement.254.7 Geological AssessmentA geological assessment was conducted to ensure the success of well, storage reservoir and pipinginstallation. As the designed well will be drawing water from both the upper and lower aquifers, thepre-existing ground investigation data available was limited due to the depth of analysis required. Theclosest and most complete set of borehole data was determined to be TH01-02_70 from the PiteauHydro-Geo Study completed in 2002. A summary of the soil stratigraphy found in the investigation alongwith project-relevant concerns are presented below.Figure 6: Predicted soil stratigraphy - borehole TH-01-02_70Table 9: Predicted soil stratigraphy - borehole TH-01-02_70Elevation[m]DepthBelowSurface[m]Soil Type/Conditions87.10 –81.900.00 –5.20Gravelly Sand● At 2.70 m depth the sampled soil composition was:○ 99% Sand, with the majority being ‘medium’ grain size○ 1% Gravel○ Hazen Approximation: K = 8.1 *10^-5 m/s26● The upper gravelly layer is known to consist of glacial till material. It isknown that some till materials can contain high sulphate content whichdegrades concrete. Additional research in sulphate content should beconducted and a higher concrete exposure class is required. As thegravelly sand is well graded, there is little bearing capacity concern inthis layer.81.90 –81.205.20 –5.90Sandy Silt● Silty sands may experience dilatancy and is often weak. Due to therelatively thin layer and low bearing capacity demands, there is norecommended action.81.20 –22.205.90 –64.90Sand● At 7.0 m depth the sampled soil composition was:○ 79% Sand, well graded grain size○ 21% Gravel, ‘fine’ – ‘medium’ grain size○ 13% Silts○ Hazen Approximation: K < 8.1 * 10^-5 m/s● At 16.8 m depth the sampled soil composition was:○ 99.5% Sand, ‘medium’ – ‘fine’ grained○ 49.5% Silts/Fines○ 0.5% Gravel○ Hazen Approximation: K< 8.1 * 10^-5 m/s● Well graded, dense sand zones pose low settlement/liquefaction concern22.20 –19.2064.90 –67.90Saturated Sand (Upper Aquifer)● Poorly graded sand with pockets of clayey silt● Additional screen considerations for well design is required to preventsilt/clay build-up.19.20 –13.7967.90 –73.31Sandy Silt13.79 –12.8873.31 –74.22Organics● Too deep in the soil stratigraphy for structural concern.● Additional considerations for well design is required to ensure noorganic contamination will affect well water.12.88 –6.2874.22 –80.50Silty Sand6.28 –-4.5280.50 –91.30Saturated Sand (Lower Aquifer)● Fine-medium grained loose sands with imbedded silt pockets● Additional screen considerations for well design is required to preventsilt/clay build-up.-4.52 –-6.2291.30 –93.00Clayey SiltClay/silt material is prone to variability (swelling, shrinking) due to moisturecontent. However since the soil is below the lower aquifer and below sealevel, it is assumed that the clay's constantly saturated and the moisturecontent does not fluctuate throughout the year. As a result, this layer is not ofimmediate concern.27To assess the structural stability of our design on the ground, soil parameters used will be as recommendedin the Piteau report and summarized as follows:Table 10: Summary of Soil ParametersDensity[kg/m3]Cohesion(kPa)Friction Angle(∘)Shear Modulus(MPa)Bulk Modulus(MPa)Gravelly Sand 2000 0 38 200 2000Sand 2080 0 44 260 2600Silt 1900 200-600 0 100-300 1000-3000Borehole TH01-02_70 is approximately 1.1 km away from the chosen storage reservoir/treatment stationlocation, and therefore variations are to be expected at the exact site location. Additional CPTinvestigations are planned in the pre-construction phase of this project to confirm the following soilstratigraphy - any deviations from TH-01-02 will require additional analysis.5.0 Standards and Software Packages5.1 Codes and StandardsThe following codes and standards will be used to aid in design. Specific criteria for different projectcomponents are outlined in Section 6.0.○ City of Vancouver Engineering Design Manual (2018)○ City of Burnaby Engineering Design Criteria Manual (2019)○ BC Design Guidelines for Rural Residential Water Systems (2012)○ Canadian Standards Association (CSA)○ American National Standards Institute NSF 61 Standard (ANSI/NSF61)○ American Water Works Association Standards (AWWA)5.2 Regulatory RequirementsThe project design will comply with all regulatory requirements of the UBC Board of Governors, BritishColumbia Provincial Government, and Canadian Federal Government. The design will also adhere toWHO recommendations regarding safe water supply in emergencies. Compliance with the policies listedbelow will be monitored and enforced through all project phases. The policies and standards listed herecover encompass project design, construction, operations, and maintenance. It must also be ensured that28the relevant construction and operational permits are obtained for the water system. The followingregulations will be adhered to:Table 11: Important Regulations to be ConsideredLand and Groundwater Protection Policies:UBC Environmental ProtectionPolicy(Policy No. SC4)Non-negotiable - Project will adhere to all environmental guidelinesfor projects on UBC land.UBC Land Use Policy (Policy No.UP12)Non-negotiable - Project will adhere to UBC’s long-term land useobjectives.BC Groundwater ProtectionRegulation Under BC WaterSustainability Act (2016)Non-negotiable - Act will be used to regulate well water supply, aswell as groundwater access methods,well installation, and watertreatment system.BC Water Sustainability Act (2016) Non-negotiable - Project will adhere to all guidelines and restrictionsfor well construction, proof of qualifications, and well operations andanalysis. The project will also obtain necessary water licenses fornon-domestic use of water from groundwater sources.Canadian Environmental QualityGuidelines (2020)Negotiable/voluntary - Project will aim to meet goals and standardsfor the quality of aquatic/ terrestrial ecosystems.Design and Construction PoliciesBC Drinking Water ProtectionRegulation under BC DrinkingWater Protection Act (2001)Non-negotiable - Project will adhere to relevant criteria regarding thesafe design, construction, and operation of water supply systems in theprovince of British Columbia.BC Building Code (2018) Non-negotiable - Project will adhere to all applicable rules andregulations outlined in the BC Building Code regarding structural29design.WorkSafe BC Standards Non-negotiable - Project will adhere to all applicable worksafe BCregulations, in particular those relevant to construction, operations,and maintenance of facilities.Emergency Water Volume Policies:World Health Organization (WHO)Technical Notes on Drinking-Water,Sanitation and Hygiene inEmergencies (2013)Negotiable/voluntary - Project will strive to provide estimatednecessary water requirements for survival, basic hygiene and basiccooking needs (measured in lpd/person).City of Vancouver Building By-law(2018)Non-negotiable - Project will adhere to all regulations established inthis By-law, in particular those pertaining to the minimum fire flowrequired to maintain fire-fighting capabilities in the community.5.2 Software PackagesThe pipe system pressures and head losses were modelled using EPANET software. EPANET utilizes aparameter called nodes to represent locations with junctions or changes in pipe properties. Links are usedto represent pipe segments. The team input all relevant node and pipe parameters and used EPANET tocalculate all pipe segment head losses and all pipe junction pressures. The EPANET software providesseveral options for calculating head losses. The Hazen-Williams equation was chosen to calculate headlosses for this project. The necessary pump curves were calculated using manufacturer data and Excel, andthen the data was inputted into EPANET to model the system’s pumping operations. Pressure reducingvalves were also modelled. While EPANET does not explicitly provide tools to model wells, we chose torepresent them in the system by using a reservoir with a negative head, followed by a flow restricting valveto limit the flow to the well’s production limits, followed by a pump. All EPANET input values and theoutput results for this project can be found in Appendix E.306.0 Construction SpecificationsComplete Construction Specifications outlining various requirements for the system are appended to thisreport.7.0 Draft Construction Work PlanConstruction work for the project will be split up into eight sections, based on pre-construction testing,construction of the key components, and project close-out. Key requirements for all construction work arepresented below.Table 12: Construction Work Draft PlanConstruction Work Draft Plan - Key Requirements:Pre-construction● Site Condition Borehole Drilling: A minimum of 8 Cone Penetration Tests (CPTs)will be conducted at predetermined well locations near Acadia RoadWellConstruction● Borehole drilling to required depths● Installation of casings and screens● Gravel pack float-in for filtering● Grouting to prevent contamination● Construction of concrete pads around the wells● Installation of pitless adapters● Attachment of piping to wells● Disinfection, sealing checks and installation of well IDReservoirConstruction:● Site Preparation: Clearing, Fencing● Excavation to grade using cut-and-fill● Installation of concrete tank components (floors, slabs, ceiling, columns andchambers) on site using the cast-in-place method● Use of rebar that is chosen prior and shipped to site for the tank components● Installation of internal piping and mechanical valve components● Installation of prefabricated stainless-steel components: hatches, ladders, drains,vents, structural connectors● Installation of SCADA equipment for monitoring and alarms● Disinfection, inspections and checksPump StationConstruction:● Site Preparation: Clearing, Fencing● Excavation using cut-and-fill● Installation of the reinforced concrete station: Concrete slabs, walls, ceiling andstairs will be cast-in-place and installed on site. 25M rebar will be chosen prior andshipped to site for use● Installation of pumps, motors, valves, fittings and steel pipes● Inspections and checksTreatment CentreConstruction:● Site Preparation: Clearing, Fencing● Excavation using cut-and-fill● Installation of reinforced concrete foundation and slabs using the cast-in-placemethod31● Installation of the above-ground prefabricated steel building: Components will beprefabricated and shipped to site● Installation of the cylindrical tank reactors, PVC pipes, pipe fittings, chlorineanalyzers and mixing motors● Inspections and checksPipe SystemConstruction● Site Preparation: Clearing, Fencing● Continual excavation to required grade as piping installation advances, using thecut-and-fill method● Installation and connection of well pipes, valves, fittings and motors to the main linejunctions● Installation of main line piping, valves, motors and fittings along Wesbrook Mall● Installation of piping, valves, motors and fittings to connect the main line to thetreatment station and reservoir● Backfill and compaction● Checks and inspectionsExisting PipeSystemModifications:● Site Preparation: Clearing, Fencing● Excavation to required grade using the cut-and-fill method● Installation of piping and fittings between the UEL high pressure water main onUniversity Boulevard and the storage reservoir, and between new pipelines and theUEL low pressure water main on West 16th Ave. New piping will be attached to theexisting water main systems.● Backfill and compaction● Checks and inspectionsProject Close-out ● Final inspections● Site clean-upThe construction sequence includes work done for different components simultaneously, with varyingtimelines. This is outlined in the project schedule, discussed in Section 9.0 and Appendix C.Anticipated construction issues for the project include the large amount of concrete casting required inuncertain weather conditions, which may lead to delays. Water main connection to the existing LowPressure Zone has asbestos concrete pipes, which are old and structurally not as strong. Tie-in to thesepipes may provide a challenge.8.0 Cost EstimateThe Class A Project Cost Estimate was determined based on the analysis of key project requirements.Costs were determined for pre-construction requirements, project management, project components inscope (wells, pipe system and storage reservoir), project components to be contracted out (pump stationand treatment system), project close-out, and maintenance. This analysis led to an estimated total projectcost of $7,185,712.32It is to be noted that all costs were calculated to be within 5% to 10% of the estimated prices to account forcontingencies, with the exception of the pump station and treatment system which are to be contracted outfor additional details. The costs for these two components were calculated to be within 10% to 15% of theestimated prices for contingency considerations. A detailed breakdown of the cost estimate is provided inAppendix D.9.0 ScheduleThrough the consultation of industry standard construction times and previous project data, a finalconstruction schedule was produced. This schedule assumes that all work that can be completedconcurrently will be, requiring the use of multiple different crews. With this information, the project isexpected to be completed in 6 months and 10 days. Given a start date of May 1, 2021, this results in acompletion date of November 10, 2021. The gantt chart is included in Appendix C.10.0 Service Life Maintenance PlanThis emergency water supply system will have a complete operational guidelines created. The generalmaintenance and operation practices are outlined for a few of the key system elements. These are incompliance with BC Groundwater Protection Regulation, the AWWA Standard A100-06, AWWA ManualM21, and the BC Design Guidelines for Rural Residential Community Water Systems.10.1 General Operation and Maintenance GuidelinesDuring non-emergency time, the wells, supply pipelines, and treatment plant will be operated andinspected on a monthly basis to ensure proper functioning in time of need. The storage reservoir and pumpstation will be in continual, year-round use. All components of the entire proposed well water system willbe inspected, cleaned, maintained, and replaced when necessary, according to the individual component’sguidelines.10.2 Emergency ActionsShould an emergency event occur causing a break of the supplying water mains, certain operational stepswill be taken to facilitate transition to the well water system. The first step is to close the valves on the twoincoming supply lines to prevent fouled water from entering the supply. The next step is to locate any localbreaks and isolate those areas by closing the surrounding valves. Now the water in the reservoir can be the33source of water and continue to supply the network. The well pumps will then be turned on to ensure thereservoir is continually filled.10.3 WellsThe wells are designed to operate at a constant 15 L/s. This can be achieved through use of a storagereservoir to accommodate changing levels of use. However, the reservoir will have a redundant monitoringsystem, so that in the event it reaches capacity, a signal will be sent to the well pumps to turn off.10.4 Treatment StationThe treatment station is designed to receive, treat, and output a constant 60 L/s. In the event that thetreatment station needs to stop operating, a signal will be sent to the well pumps to turn off. Maintainingand ordering a reliable chlorine supply will be clearly outlined.10.5 Storage ReservoirThe storage reservoir will have a monitoring and control system with five levels of redundancy. Thereservoir actively monitors the water level and, when at capacity, will signal the inlet valves (or wellpumps, during emergency) to be closed, thus preventing overfilling of the reservoir. Conversely, in theevent that the reservoir reaches a critical low level, the monitoring system will signal the well pumps toturn on to help meet the temporary higher demand. The reservoir will also have the ability to be fullydrained for in-chamber maintenance. In lieu of a washdown connection, a servicing truck will be used toprovide washdown.10.6 Pump StationThe pump station is designed for continual year-round use. The four main components that will haveregular maintenance checks are the pumps, motors, variable frequency drive units, and the pressurereducing valve. The design includes two pumps; one duty and one standby. The actual pumps will rotatebetween the duty and standby roles to ensure that they both remain functional.10.7 Transmission MainsThe transmission mains will be Polyvinyl Chloride Pressure Pipe, which has a service life ofapproximately 100 years. The double check valve backflow prevention assemblies will be subject toregular maintenance checks. Prior to use mains will be flushed and disinfected in accordance withAWWA C605-13 and AWWA C651 standards.3411.0 Conclusion & RecommendationsThis final detailed design report provides a solution to the two primary design questions. What demandwill the UBC population require during an emergency? The population will require 67 L/s over theemergency period of about seven days. And, what supply can be provided from the aquifers using a wellsystem? Each well can provide about 15 L/s, using four wells and depleting the fully stocked reservoirresults in 67 L/s thereby meeting the population demand. This report has a fully specified design to beimplemented that will achieve the aforementioned targets and have a service life of 50 years.We recommend operating the wells during emergency times only. Operating them continually duringnon-emergency times will deplete the aquifers, and therefore defeat the purpose of an emergency supplysystem. To be noted, the maintenance plan includes drawing small amounts from the wells on a scheduledbasis to ensure they are in functioning order. Additionally, we recommend conducting cone penetrationtests (CPT) in selected areas to help provide more information about the aquifer and which areas would bemore favourable for installing a well.3512.0 ReferencesAll Disciplines Sustainability APEGBC Professional Practices Guidelines V1.1. (n.d.). Retrieved fromhttps://www.egbc.ca/getmedia/91beda29-ad6f-4a6f-b302-ac60de0bab40/APEGBC-Sustainability-Guidelines.pdf.aspxAmerican Water Works Association. (n.d.). Find the Standrd You Need. Retrieved from American Water WorksAssociation: https://www.awwa.org/Publications/Standards/Standards-ListA Guide to Water Well Casing and Screen Selection. (n.d.). Retrieved November 14 fromhttp://roscoemoss.com/wp-content/uploads/publications/ggwc.pdfBC Publications. (n.d.). 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Retrieved from Construction Specifications:https://vancouver.ca/files/cov/engineering-construction-specifications.PDFConcrete Prices. Concretenetwork.com. Retrieved 28 November 2020, from:https://www.concretenetwork.com/concrete-prices.htmlCotterman. (n.d.). Fixed Ladders. Retrieved from Cotterman: https://www.cotterman.com/products/fixed-laddersDesign Guidelines for Rural Residential Community Water Systems 2012. (n.d.). Retrieved fromhttps://www2.gov.bc.ca/assets/gov/environment/air-land-water/water/water-rights/water-utilities/design_guidelines_rural_residential_water_mar2012.pdfDrinking Water Protection Act (2020) Retrieved November 29, 2020 fromhttps://www.bclaws.ca/civix/document/id/complete/statreg/01009_01#part4Engineering Design Manual. (n.d.). Retrieved fromhttps://vancouver.ca/files/cov/engineering-design-manual.PDFEPA Region 8 Drinking Water Unit Tech Tips Sanitary Protection of Drinking Water Storage Tanks: Vents. (n.d.).Retrieved from https://www.epa.gov/sites/production/files/2016-06/documents/tech_tip_tank_vents.pdfFlint and Walling. (2020, November 27). 6" Cast Iron T Series. Retrieved November 28, 2020, from Flint &Walling website:https://www.flintandwalling.com/en-na/products/submersible-pumps/turbine/6-inch-t#technical-supportGlobal Industrial. (n.d.). Baldor-Reliance General Purpose Motor. Retrieved from Global Industrial:36https://www.globalindustrial.ca/p/motors/ac-motors-2-phase/premium-efficiency-motors/general-purpose-motor-230-460-v-30-hp-1770-rpm-3-ph-286tc-opsb?infoParam.campaignId=T9F&gclid=CjwKCAjw6qqDBhB-EiwACBs6x-jKhBPefQdZcsDXIzVJX5abu4lsTd537xjNmaWzzca5Yqye8xWLGrainger. (n.d.). Dual Check Valve. Retrieved from Grainger:https://www.grainger.ca/en/product/p/WWG46A961?cm_mmc=PPC:+Google+PLA&ef_id=CjwKCAjw6qqDBhB-EiwACBs6xx4DsQKPdDXmc_Pma6ko-91jXR2o6AEH20i4TpC7Suj7Y_w9fwRLrBoCFhoQAvD_BwE:G:s&s_kwcid=AL!3645!3!303439923572!!!g!538298254449!&gclid=CjwKCAjw6qqDBhB-EiwACBs6xx4DGravel Filter Pack. (n.d.). Retrieved November 14 from https://www.lifewater.ca/drill_manual/Section_8.htmGreater Vancouver Water District. (2015, May 20). Greater Vancouver Water District General Requirements,Measurement & Payments, Specifications and Standards for Queensborough Main No.2. Retrieved from GreaterVancouver Water District:https://www.newwestcity.ca/database/files/library/Item_10__Supplemental_GVWD_to_ITT_NWIT_15_09_Combined_Rev_1___May20_2015_Addendum_3.pdfGroundwater Wells and Aquifers|Search for a Well Driller or Well Pump Installer. (n.d.) Retrieved November 14from:https://apps.nrs.gov.bc.ca/gwells/registries/Groundwater Wells Design. (n.d.). Retrieved November 14 fromhttp://www.hwe.org.ps/Education/Birzeit/GroundwaterEngineering/Chapter%205%20-%20Groundwater%20Well%20Design.pdfHomeAdvisor. (n.d.). How Much Does Construction Clean Up Cost? Retrieved fromhttps://www.homeadvisor.com/cost/cleaning-services/clean-construction-site/#:~:text=Construction%20cleanup%20costs%20%24445%20on,for%20per%20site%20cleanup%20passHousing Foundations and Geotechnical Challenges (n.d.). Retrieved November 16, 2020, fromhttp://bchousing.org/residential-design-construction/Howmuch.net. (n.d.). Install Plumbing. Retrieved from https://howmuch.net/costs/plumbingHow much does a plumber charge to install a pressure reducing valve?. Findanyanswer.com. Retrieved 28November 2020, from:https://findanyanswer.com/how-much-does-a-plumber-charge-to-install-a-pressure-reducing-valve#:~:text=How%20much%20does%20a%20plumber%20charge%20to%20install%20a%20pressure%20reducing%20valve%3F,-Asked%20By%3A%20Luscinda&text=It%20costs%20about%20%241%2C000%20to%20%241%2C500%20to%20have%20the%20valve%20installed.HydroSOLVE (2016). Hydraulic Properties: Aquifer Testing 101. Retrieved from Aqtesolv.com website:http://www.aqtesolv.com/aquifer-tests/aquifer_properties.htmIs a VFD a Cost-Effective Option for Your Application? Pumps and Systems Magazine. Retrieved 28 November2020, fromhttps://www.pumpsandsystems.com/vfd-cost-effective-option-your-application#:~:text=Typical%20installed%20costs%20of%20VFD,%24500%20per%20horsepower%20(HP).KompareIT. (n.d.). Cost of Site Preparation and Land Clearing. Retrieved from KonpareIT:kompareit.com/homeandgarden/developers-engineers-land-prep.htmlLearn how much it costs to Install a Backflow Preventer. Homeadvisor.com. Retrieved 28 November 2020, from:https://www.homeadvisor.com/cost/plumbing/install-replace-backflow-preventer/#:~:text=Expect%20to%20pay%20between%20%2470,comprehensive%20double%2Dvalve%20preventer%20systemLearn how much it costs to Install Drainage. Homeadvisor.com. Retrieved 28 November 2020, fromhttps://www.homeadvisor.com/cost/landscape/install-drainage/.Lee County, Southwest Florida. (2000, 10 2). Lee County Utilities. Retrieved from Lee County :37https://www.leegov.com/utilities/Documents/New%20Development/Technical%20Specifications/L-02623%20-%20POLYVINYL%20CHLORIDE%20(PVC)%20WATER%20MAIN%20PIPE.pdfMargulis, S.A.M (2017). Introduction to Hydrology (2017A ed.) [E-book].https://books.apple.com/us/book/introduction-to-hydrology/id1272471780Ministry of Municipal Affairs and Housing. (July 2019). University Endowment Lands 2019 Drinking WaterQuality Monitoring Report.http://www.universityendowmentlands.gov.bc.ca/library/2019%20UEL%20Water%20Quality%20Report.pdfNSF International. (n.d.). NSF/ANSI/CAN 61.https://www.nsf.org/testing/water/municipal-water-systems/nsf-ansi-can-61Office Trailers. Western Container Sales. Retrieved 27 November 2020, fromhttps://westerncontainersales.com/jobsite-rentals/office-trailers/.Plumley, T. (n.d.). Engineering of Water Systems – Water Well Journal. Retrieved November 28, 2020, fromhttps://waterwelljournal.com/engineering-of-water-systems-3/Soil and Foundation Challenges | Ground Improvement Techniques. (n.d.). Retrieved November 28, 2020, fromGEOSOLV website: https://geosolv.ca/soil-types/“Source Drinking Water Quality Guidelines .” Government of British Columbia, 2020.Sprigg, S. Water Tanks Cost and Pricing Guide. Agriculture.coerco.com.au. Retrieved 28 November 2020, fromhttps://agriculture.coerco.com.au/agriculture-blog/water-tanks-cost-and-pricing-guide.Stainless Pipe. Metalsdepot.com. (2020). Retrieved 28 November 2020, from:https://www.metalsdepot.com/stainless-steel-products/stainless-steel-pipe.Stainless Steel Screens. Rjbwholesale.com. (2020). Retrieved 28 November 2020, from:http://www.rjbwholesale.com/catalog/salesCat/id/11/root/22.Submersible Well Pumps. Homedepot.ca. (2020). Retrieved 28 November 2020, from:https://www.homedepot.com/b/Plumbing-Water-Pumps-Well-Pumps-Submersible-Well-Pumps/N-5yc1vZbqjaUBC Campus Aerial Image. Retrieved 29 November, 2020, from: https://www.ubc.ca/our-campuses/vancouver/University of British Columbia. (n.d.). UBC Technical Guidelines. Retrieved from Technical Specifications forArchitects & Engineers: http://www.technicalguidelines.ubc.ca/University of British Columbia. (June 2019). Water Action Plan.https://planning.ubc.ca/sites/default/files/2019-11/PLANS_UBC_WaterActionPlan.pdfVersa Hatch. (n.d.). Versa Hatch. Retrieved from Versa Hatch Advanced Designs - Superior Performance:https://www.versahatch.com/aluminium-hatch-dl-long.htmlWater Supply System Construction Permit Guidelines and Application Form. (n.d.). Retrieved fromhttp://www.vch.ca/Documents/Water-system-construction-permit.pdfWater Sustainability Act (2014), SBC 2014Well Design and Wellhead Protection. (n.d.). Retrieved November 14 fromhttps://www.agr.gc.ca/eng/agriculture-and-the-environment/agricultural-practices/agriculture-and-water/wells-and-groundwater/well-design-and-wellhead-protection/?id=1371564950593Well Protection Toolkit Files. (n.d.). Retrieved November 14 fromhttp://www.env.gov.bc.ca/wsd/plan_protect_sustain/groundwater/wells/well_protection/acrobat.html38Well Caps and Well seals, Cast iron, pvc, Regulation. Thewaterguy.ca. Retrieved 28 November 2020, from:https://www.thewaterguy.ca/catalog/well-caps-and-seals-89-1.htm.Well Drilling Cost. Homeguide.com. Retrieved 28 November 2020, from:https://homeguide.com/costs/well-drilling-costWell-Sealing Grants - CRWD. CRWD. Retrieved 28 November 2020, fromhttps://www.capitolregionwd.org/grants/well-sealing-grants/#:~:text=How%20to%20seal%20a%20well,four%2Dinch%20diameter%20domestic%20well.Well Pump Switch Replacement Costs. Costimates.com. (2020). Retrieved 28 November 2020, fromhttps://www.costimates.com/costs/plumbing-plumbers/well-pump-pressure-switch/.39Appendix A - CalculationsWellsWell Drawdown:Water intake per well:Q = 15 L/s = 0.015 m3/sDistance between well 3 and well 4:r = 301 mFrom the Hazen approximation of the Piteau report, the conductivity of the aquifer sands is given as:K = 8.1 *10-5 m/sStorativity (S) is estimated using Domenico and Mifflin [1965] as reported in Batu [1998]:Dense Sand = 1.97 * 10-4 m-1Transmissivity (assume upper and lower aquifer as one unit since we are drawing from both):𝑇 = 𝐾 * ℎ = 8. 1 * 10−5 𝑚𝑠 * 13. 8𝑚𝑇 = 1. 12 * 10−3 𝑚2𝑠The Theis well function u, [unitless] is given as: 𝑢 = 𝑆*𝑟24*𝑇*𝑡 =1.97*10−4𝑚−1*( 3012 )𝑚24*1.12*10−3 𝑚2/𝑠 *604800𝑠𝑢 = 1. 6468 * 10−3Using table 9.1 – Values of well function W(u) as a function of the non-dimensional parameter u. fromIntro to Hydrology [Margulis, Steven A.].W = 5.88 (interpolated)Using Theis equation for drawdown depth:𝑠 = 𝑄4*π*𝑇 * 𝑊 =0.015 𝑚3𝑠4*π*1.12*10−3 𝑚2𝑠* 5. 88𝑠 = 6. 27𝑚 40𝐶𝑜𝑚𝑏𝑖𝑛𝑒𝑑 𝑆𝑢𝑝𝑒𝑟𝑖𝑚𝑝𝑜𝑠𝑒𝑑[ ]𝑊𝑒𝑙𝑙 𝐷𝑟𝑎𝑤𝑑𝑜𝑤𝑛 = 6. 27𝑚 + 6. 27𝑚 = 12. 54𝑚12. 54𝑚 𝐷𝑟𝑎𝑤𝑑𝑜𝑤𝑛 > 13. 8 𝑇𝑜𝑡𝑎𝑙 𝐴𝑞𝑢𝑖𝑓𝑒𝑟 𝐷𝑒𝑝𝑡ℎPump ChoiceCalculations completed in Excel for other pumps. Sample calculation provided for Pump #1 at a flow rateof 15L/s.Bernoulli Equation:H = Pump head (m)z = Elevation (m)P= Pressure (Pa)V= Velocity (m/s)γ= 9810 N/m3g = 9.81 m/s2hL= Head loss (m)Required head for pump #1:Other required pump heads found in Excel:Pump Flow (L/s) Head (m)1 15 110.92 15 110.43 15 111.54 15 110.7Pump chosen will provide 113 m of head at 15 L/s.Piping System41Calculations completed in Excel for different flow rates and pipe segments. Sample calculation providedfor Main to High Pressure Zone.1.) Friction loss in Pipe Segment:Friction Losses (Hazen-Williams Equation):H = Head loss due to friction (m)L = Pipe length (m)Q = Flow rate (m3/s)C = Hazen Williams Coefficientd = Pipe diameter (m)2.) Minor Loss in Pipe Segment:Minor Loss Equation:K = Minor Loss CoefficientV = Flow Velocity (m/s)G = 9.81 m/s2Flow Velocity:Q = Flow rate (m3/s)D = Pipe Diameter (m)Storage Reservoir● Storage Reservoir Size𝑆𝑡𝑜𝑟𝑎𝑔𝑒 𝑅𝑒𝑠𝑒𝑟𝑣𝑜𝑖𝑟 = 1. 𝐵𝑎𝑙𝑎𝑛𝑐𝑖𝑛𝑔 𝑆𝑡𝑜𝑟𝑎𝑔𝑒 + 2. 𝐸𝑚𝑒𝑟𝑔𝑒𝑛𝑐𝑦 𝑆𝑡𝑜𝑟𝑎𝑔𝑒 + 3. 𝐹𝑖𝑟𝑒 𝑆𝑡𝑜𝑟𝑎𝑔𝑒1. Balancing StorageSummary of calculated ADD, fh, PHD:ADD (L/s) 84fh (Assumedpop=55,000)2.22PHD (L/s) 186.5Cumulative Demand and Supply Plot (to right):The maximum volume deviation above the watersupply, plus the maximum volume deviationbelow the water supply were used to find the42balancing volume. 𝐵𝑎𝑙𝑎𝑛𝑐𝑖𝑛𝑔 𝑉𝑜𝑙𝑢𝑚𝑒 = − 163054 𝐿| | + 699840 𝐿 = 2330𝑚32. Emergency Storage𝐸𝑚𝑒𝑟𝑔𝑒𝑛𝑐𝑦 𝑆𝑡𝑜𝑟𝑎𝑔𝑒 = 0. 15 * 𝐴𝐷𝐷 = 0. 15 * 84 = 677𝑚33. Fire StorageAssuming 2hr fire duration requirement:𝐹𝑖𝑟𝑒 𝑆𝑡𝑜𝑟𝑎𝑔𝑒 = 200𝐿/𝑠 * 2ℎ𝑟 = 1440 𝑚3𝑆𝑡𝑜𝑟𝑎𝑔𝑒 𝑅𝑒𝑠𝑒𝑟𝑣𝑜𝑖𝑟 = 2330 𝑚3 + 677 𝑚3 + 1440 𝑚3 ≈ 4500𝑚3𝐵𝑎𝑙𝑎𝑛𝑐𝑖𝑛𝑔 𝑉𝑜𝑙𝑢𝑚𝑒 = − 163054 𝐿| | + 699840 𝐿 = 2330𝑚34. Emergency Storage𝐸𝑚𝑒𝑟𝑔𝑒𝑛𝑐𝑦 𝑆𝑡𝑜𝑟𝑎𝑔𝑒 = 0. 15 * 𝐴𝐷𝐷 = 0. 15 * 84 = 677𝑚35. Fire StorageAssuming 2hr fire duration requirement:𝐹𝑖𝑟𝑒 𝑆𝑡𝑜𝑟𝑎𝑔𝑒 = 200𝐿/𝑠 * 2ℎ𝑟 = 1440 𝑚3𝑆𝑡𝑜𝑟𝑎𝑔𝑒 𝑅𝑒𝑠𝑒𝑟𝑣𝑜𝑖𝑟 = 2330 𝑚3 + 677 𝑚3 + 1440 𝑚3 ≈ 4500𝑚3● Storage Reservoir SlabAssume f’c=40MPaUnit width = 1000mmThickness = 300mmRebar Size = 25M at 250mm spacingLs = 5.5mL=6mMin cover = 75mmd=300mm-75mm-25/2mm=212.5 = 213mmAs=2000mm2Assuming Steel yields,T= 680kNϕ𝑠 * 𝑓𝑦 * 𝐴𝑠 = 0. 85 * 400 * 2000 =C= =20.8α1(ϕ𝑐 * 𝑓𝑐 * β1𝑐)𝑏 = 0. 8 * 0. 65 * 40 * β1𝑐 * 1000 β1𝑐T=C at cracking -> =33mmβ1𝑐c 0.64d - OK - Yield Confirmed≤Mr=T*(d- /2)=680000*(213-33/2)= 133.62kNmβ1𝑐𝑀𝑚𝑎𝑥= 𝑤𝑙28w= -OK1069/62 = 29. 69𝑘𝑁/𝑚* This thickness value also meets the minimum wall thickness requirements outlined by the AmericanConcrete Institute (ACI) 350/350R: Code Requirements for Environmental Engineering ConcreteStructures, and Commentary.*Stirrups and shear failure check will be completed in the detailed design stage● Storage Reservoir Columns43Tributary Area for each column = 37.5m2# vertical reinforcement = 6Rebar size = 25MLive Load = 4. 8𝑘𝑃𝑎 * 37. 5 = 180𝑘𝑁Dead Load = 23. 5𝑘𝑁/𝑚3 * 37. 5𝑚2 * 0. 3𝑚 = 264 𝑘𝑁Factored Load (Pf)= 1.25L+1.5D = 621kNMaximum factored axial load resistance (Pr,max)→ since h>=300mm, Pr,max = 0.8 Pr,o𝑃𝑟, 𝑚𝑎𝑥 = 0. 8(α * ϕ𝑐* 𝑓'𝑐 * 𝐴𝑐 + ϕ𝑠* 𝑓𝑦 * 𝐴𝑠)=0. 8 * (0. 805 * 0. 65 * 30 * 250000 + 0. 85 * 400 * 3000)= 3956 kNWhere ,ρ = 1. 2% 𝐴𝑐= 250000𝑚𝑚2, 𝐴𝑠= 3000𝑚𝑚2,ϕ𝑐= 0. 65, 𝑓'𝑐 = 30𝑀𝑃𝑎, 𝑓𝑦 = 400𝑀𝑃𝑎,ϕ𝑠=0.85Pf Pr,max → acceptable.≤● Soil Conditions Under Storage Reservoir𝑆𝑡𝑜𝑟𝑎𝑔𝑒 𝑇𝑎𝑛𝑘 𝐿𝑜𝑎𝑑 𝐶𝑎𝑙𝑐𝑢𝑙𝑎𝑡𝑖𝑜𝑛:* 𝐴𝑠𝑠𝑢𝑚𝑒 𝑡ℎ𝑒 𝑐𝑜𝑛𝑐𝑟𝑒𝑡𝑒 𝑓𝑜𝑢𝑛𝑑𝑎𝑡𝑖𝑜𝑛 𝑒𝑣𝑒𝑛𝑙𝑦 𝑑𝑖𝑠𝑡𝑟𝑖𝑏𝑢𝑡𝑒𝑠 𝑙𝑜𝑎𝑑* 𝐴𝑠𝑠𝑢𝑚𝑒 23. 5 𝑘𝑁𝑚3𝑑𝑒𝑛𝑠𝑖𝑡𝑦 𝑟𝑒𝑖𝑛𝑓𝑜𝑟𝑐𝑒𝑑 𝑐𝑜𝑛𝑐𝑟𝑒𝑡𝑒𝑊𝑎𝑡𝑒𝑟 = 4500 𝑚3 * 997 𝑘𝑔𝑚3 = 4486500𝑘𝑔𝐶𝑜𝑛𝑐𝑟𝑒𝑡𝑒 = 𝑆𝑢𝑟𝑓𝑎𝑐𝑒 𝐴𝑟𝑒𝑎 * 𝑡ℎ𝑖𝑐𝑘𝑛𝑒𝑠𝑠 = 3510 𝑚2 * 0. 5 𝑚 = 1755 𝑚31755 𝑚3 * 23. 5 𝑘𝑔𝑚3= 41242. 5 𝑘𝑔 4486500 𝑘𝑔+41242.5 𝑘𝑔( )*9.8 𝑚𝑠21500 𝑚2= 29. 6 𝑘𝑃𝑎𝐵𝑒𝑎𝑟𝑖𝑛𝑔 𝐶𝑎𝑝𝑎𝑐𝑖𝑡𝑦 𝐶𝑎𝑙𝑐𝑢𝑙𝑎𝑡𝑖𝑜𝑛:𝑉𝑎𝑟𝑖𝑎𝑏𝑙𝑒𝑠: φ = 38°, 𝑁𝑟= 77. 5, 𝑁𝑞= 61. 5, 𝑁γ= 82. 3, 𝐵 = 25𝑚, γ' = 20 𝑘𝑁𝑚3, σ'𝐷= 29. 6 𝑘𝑃𝑎𝐹𝑜𝑟 𝑆𝑡𝑟𝑖𝑝 𝐵𝐿 = 0( )44𝑞𝑢𝑙𝑡 = σ'𝐷* 𝑁𝑞 + 0. 5 * γ' * 𝐵 * 𝑁γ= 29. 6 * 61. 5 + 0. 5 * 20 * 25 * 82. 3 = 22395 𝑘𝑃𝑎 𝐹𝑜𝑟 𝑆𝑞𝑢𝑎𝑟𝑒 𝐵𝐿 = 1( )𝑞𝑢𝑙𝑡 = σ'𝐷* 𝑁𝑞 + 0. 5 * γ' * 𝐵 * 𝑁γ= 29. 6 * 61. 5 + 0. 4 * 20 * 25 * 82. 3 = 18280 𝑘𝑃𝑎 𝐹𝑜𝑟 𝑅𝑒𝑐𝑡𝑎𝑛𝑔𝑢𝑙𝑎𝑟 𝐵𝐿 =2560 = 0. 4167( ) 𝐼𝑛𝑡𝑒𝑟𝑝𝑜𝑙𝑎𝑡𝑒𝑞𝑢𝑙𝑡 = 22395 − 0. 4167 * 22395 − 18280( ) = 20683 𝑘𝑃𝑎𝑞𝑎𝑙𝑙𝑜𝑤𝑎𝑏𝑙𝑒= 𝑞𝑢𝑙𝑡𝐹𝑂𝑆 =206834 = 5170 𝑘𝑃𝑎≫29. 6 𝑘𝑃𝑎45Appendix B - EPANETNetwork Table- NodesDemand Head PressureNode ID LPS m mJunc 4 0 18.9 18.9Junc 5 0 19.14 19.14Junc 8 0 18.9 18.9Junc 9 0 19.66 19.66Junc 10 0 20 20Junc 11 0 18.28 18.28Junc 14 0 16.8 16.8Junc 16 0 16.8 16.8Junc 18 0 16.8 16.8Junc 19 0 17.08 17.08Junc 20 0 18.9 18.9Junc 21 0 18.9 18.9Junc 22 0 19.83 19.83Junc 23 0 20 20Junc 24 0 18.9 18.9Junc 25 0 19.71 19.71Junc 26 0 20 2046Junc 27 0 20 20Junc 40 0 -93 -93Junc 41 0 -93 -93Junc 42 0 -93 -93Junc 43 0 18.9 18.9Junc 44 60 14.37 14.37Junc 45 0 -93 -93Junc 46 0 -93 -93Junc 47 0 -93 -93Junc 48 0 -93 -93Junc 49 0 -93 -93Junc 50 0 -93 -93Junc 51 0 -93 -93Junc 52 0 -93 -93Junc 53 0 -93 -93Resvr 17 -15 -93 0Resvr 31 -15 -93 0Resvr 32 -15 -93 0Resvr 33 -15 -93 0Network Table- LinksFlow Velocity Unit Headloss Friction FactorLink ID LPS m/s m/kmPipe 6 15 0.48 1.69 0.029Pipe 10 30 0.95 3.83 0.016Pipe 15 15 0.48 3.38 0.058Pipe 16 15 0.48 1.06 0.018Pipe 17 15 0.48 1.06 0.018Pipe 18 15 0.48 2.13 0.037Pipe 19 30 0.95 5.28 0.023Pipe 20 15 0.48 1.27 0.022Pipe 28 30 0.95 3.83 0.016Pipe 40 15 0.48 1.02 0.018Pipe 41 15 0.48 1.12 0.019Pipe 45 15 0.48 1.06 0.018Pipe 46 30 0.95 24.63 0.106Pipe 47 15 0.48 1.06 0.018Pipe 48 60 1.91 97.03 0.10447Pipe 51 15 0.48 1.02 0.018Pipe 52 15 0.48 1.12 0.019Pipe 53 15 0.48 1.12 0.019Pipe 54 15 0.48 1.02 0.018Pipe 55 15 0.48 1.12 0.019Pipe 56 15 0.48 1.02 0.018Pump 39 15 0 -113 0Pump 44 15 0 -113 0Pump 49 15 0 -113 0Pump 50 15 0 -113 0Valve 3 15 0.48 0.24 0Valve 7 15 0.48 0.76 0Valve 12 30 0.95 1.48 0Valve 21 15 0.48 0.93 0Valve 22 15 0.48 0.81 0Valve 23 30 0.95 0.28 0Valve 24 15 0.48 0 0Valve 25 15 0.48 0 0Valve 26 15 0.48 0 0Valve 27 15 0.48 0 04849Cost/Unit Units Total Cost/Hour Hours Total Cost/Hour Hours Total Cost/Hour Hours Total Cost/Hour Hours Total Total Total (GST + PST)0.00 0.00 0.00 144.00 72.00 10368.00 144.00 72.00 10368.00 $2,488.32 $23,224.320.00 0.00 0.00 227.00 40.00 9080.00 227.00 40.00 9080.00 $2,179.20 $20,339.20$43,563.521.01.1 0.00 0.00 0.00 144.00 24.00 3456.00 0.00 $414.72 $3,870.721.2 0.00 0.00 0.00 144.00 40.00 5760.00 0.00 2000 $931.20 $8,691.201.3 8000.00 1.00 8000.00 400.00 6.00 2400.00 40.00 12.00 480.00 0.00 0.00 $1,305.60 $12,185.601.4 0.00 0.00 0.00 100.00 8.00 800.00 0.00 $96.00 $896.001.5 0.00 0.00 0.00 0.00 0.00 24000 $2,880.00 $26,880.001.6 0.00 0.00 0.00 144.00 6.00 864.00 144.00 10.00 1440.00 $276.48 $2,580.48$55,104.002.02.1 500.00 1.00 500.00 0.00 0.00 0.00 0.00 8655.00 $1,098.60 $10,253.602.2 0.00 750.00 32.00 24000.00 40.00 32.00 1280.00 144.00 32.00 4608.00 0.00 $3,586.56 $33,474.562.3 0.00 500.00 20.00 10000.00 40.00 20.00 800.00 144.00 20.00 2880.00 0.00 $1,641.60 $15,321.6080.00 4.00 320.00 0.00 0.00 0.00 0.00 $38.40 $358.4018920.00 4.00 75680.00 0.00 0.00 0.00 0.00 $9,081.60 $84,761.6010500.00 4.00 42000.00 0.00 0.00 0.00 0.00 $5,040.00 $47,040.00650.00 8.00 5200.00 0.00 0.00 0.00 0.00 $624.00 $5,824.00500.00 4.00 2000.00 0.00 0.00 0.00 0.00 $240.00 $2,240.00700.00 4.00 2800.00 0.00 0.00 0.00 0.00 $336.00 $3,136.0029000.00 4.00 116000.00 0.00 0.00 0.00 0.00 $13,920.00 $129,920.005715.00 4.00 22860.00 0.00 0.00 0.00 0.00 $2,743.20 $25,603.2010400.00 4.00 41600.00 0.00 0.00 0.00 0.00 $4,992.00 $46,592.00440.00 6.00 2640.00 0.00 0.00 0.00 0.00 $316.80 $2,956.80960.00 4.00 3840.00 0.00 0.00 0.00 0.00 $460.80 $4,300.802.4 600.00 4.00 2400.00 0.00 0.00 144.00 12.00 1728.00 0.00 $495.36 $4,623.36$416,405.923.03.1 2500.00 1.00 2500.00 0.00 0.00 0.00 0.00 14600.00 $2,052.00 $19,152.003.2 0.00 0.00 0.00 0.00 0.00 720000 $86,400.00 $806,400.003.3 0.00 0.00 0.00 0.00 0.00 128750 $15,450.00 $144,200.00342870.00 1.00 342870.00 0.00 0.00 0.00 0.00 $41,144.40 $384,014.402900.00 2.00 5800.00 0.00 0.00 0.00 0.00 $696.00 $6,496.00650.00 17.00 11050.00 0.00 0.00 0.00 0.00 $1,326.00 $12,376.00567.00 19.00 10773.00 0.00 0.00 0.00 0.00 $1,292.76 $12,065.7646.28 1900.00 87932.00 0.00 0.00 0.00 0.00 $10,551.84 $98,483.843.4 0.00 0.00 0.00 0.00 0.00 35660.00 $4,279.20 $39,939.203.5 2000.00 1.00 2000.00 0.00 0.00 144.00 16.00 2304.00 0.00 $516.48 $4,820.48$1,527,947.684.04.1 500.00 1.00 500.00 0.00 0.00 0.00 0.00 27470.00 $3,356.40 $31,326.404.2 0.00 0.00 0.00 0.00 484400.00 $58,128.00 $542,528.004.3 0.00 0.00 0.00 0.00 0.00 1600000.00 $192,000.00 $1,792,000.004.4 35000.00 1.00 35000.00 0.00 0.00 0.00 0.00 46440.00 $9,772.80 $91,212.804.5 0.00 0.00 0.00 0.00 39600.00 $4,752.00 $44,352.009000.00 1.00 9000.00 0.00 0.00 0.00 0.00 $1,080.00 $10,080.0018000.00 2.00 36000.00 0.00 0.00 0.00 0.00 $4,320.00 $40,320.007000.00 1.00 7000.00 0.00 0.00 0.00 0.00 $840.00 $7,840.0042000.00 1.00 42000.00 0.00 0.00 0.00 0.00 $5,040.00 $47,040.004.6 80000.00 1.00 80000.00 0.00 0.00 0.00 32000.00 $13,440.00 $125,440.004.7 2000.00 1.00 2000.00 0.00 0.00 144.00 6.00 864.00 0.00 2000.00 $583.68 $5,447.68$2,737,586.885.05.1 0.00 180.00 40.00 7200.00 40.00 40.00 1600.00 0.00 0.00 3348.00 $1,457.76 $13,605.765.2 0.00 0.00 0.00 144.00 24.00 3456.00 144.00 24.00 3456.00 $829.44 $7,741.44$21,347.206.06.1 0.00 0.00 80.00 2400.00 192000.00 0.00 0.00 $23,040.00 $215,040.006.2 2000.00 50.00 100000.00 0.00 0.00 0.00 0.00 $12,000.00 $112,000.006.3 7000.00 50.00 350000.00 0.00 0.00 0.00 0.00 $42,000.00 $392,000.006.4 0.00 0.00 40.00 1200.00 48000.00 0.00 0.00 $5,760.00 $53,760.006.5 0.00 0.00 40.00 1200.00 48000.00 0.00 0.00 $5,760.00 $53,760.006.6 0.00 0.00 40.00 2400.00 96000.00 0.00 0.00 $11,520.00 $107,520.006.7 0.00 0.00 40.00 10.00 400.00 0.00 0.00 $48.00 $448.00$934,080.007.07.1 500.00 1.00 500.00 0.00 0.00 0.00 0.00 10360.00 $1,303.20 $12,163.207.2 0.00 0.00 0.00 0.00 144.00 400.00 57600.00 32000.00 $10,752.00 $100,352.000.00 0.00 0.00 0.00 0.00 55000.00 $6,600.00 $61,600.007000.00 2.00 14000.00 0.00 0.00 0.00 0.00 4800.00 $2,256.00 $21,056.0027000.00 2.00 54000.00 0.00 0.00 0.00 0.00 4800.00 $7,056.00 $65,856.0027000.00 2.00 54000.00 0.00 0.00 0.00 0.00 4800.00 $7,056.00 $65,856.003000.00 1.00 3000.00 0.00 0.00 0.00 0.00 4800.00 $936.00 $8,736.00600.00 12.00 7200.00 0.00 0.00 0.00 0.00 10240.00 $2,092.80 $19,532.807.3 2000.00 1.00 2000.00 0.00 0.00 144.00 6.00 864.00 0.00 1800.00 $559.68 $5,223.68$360,375.688.08.1 500.00 1.00 500.00 0.00 0.00 0.00 0.00 13650.00 $1,698.00 $15,848.008.2 0.00 0.00 0.00 0.00 144.00 800.00 115200.00 64000.00 $21,504.00 $200,704.0030000.00 1.00 30000.00 0.00 0.00 0.00 0.00 6400.00 $4,368.00 $40,768.000.00 0.00 0.00 0.00 95000.00 $11,400.00 $106,400.000.00 0.00 0.00 0.00 23000.00 $2,760.00 $25,760.0025000.00 1.00 25000.00 0.00 0.00 0.00 0.00 5120.00 $3,614.40 $33,734.403000.00 1.00 3000.00 0.00 0.00 0.00 0.00 5120.00 $974.40 $9,094.408.3 2000.00 1.00 2000.00 0.00 0.00 144.00 6.00 864.00 0.00 480.00 $401.28 $3,745.28$436,054.08Total Project Costs $ 6,532,464.96Contingencies (10%) $ 653,246.50Total $ 7,185,711.46ii. Drainsiii. VentsDelivery of documents/project handoverWater Treatment Plant InstallationPrep site for constructionInstall Water Treatment StationSubtotalQA/QC Checks + Inspectionsi. Pipesii. Structureiii. Slabiv. Tankv. Pipe fittingsi. Walls, ceilings, floors, stairs (Reinforced Concrete)ii. Pumpsiii. MotorsQA/QC Checks + Inspectionsiv. VFDsv. PRVvi. Steel PipesSubtotalMaintenance + Operation (50 years)Monthly Well TestsWater treatment filter + chlorine replacementInstall well iii. Casing + bottom platev. Sealing and Contamination PreventionStorage Reservoir InstallationQA/QC Checks + InspectionsSubtotalPump Station InstallationPrep site for constructionInstall Pump StationInstall Pipingi. PipesBackfill and compactioni. 6 " Cast Iron Well Capii. Stainless Steel Pipingiv. Screensiv. Gravel Packx. Switch + Electrical Wiringvi. Pumpsvii. Motorviii. Variable Frequency Drive (VFD)ix. PRViv. Joint Restraintsv. Trench Fill and Pipe BeddingInstall electrical and SCADA monitoring systemWell InstallationPrep site for construction (delineators, fencing, tree clearing)Drill well holesDrill Investigative Boreholes (CPT x 8) at Well LocationsEvaluate Borehole Data and Finalize Well SiteSubtotalProject Team Kick-off Meeting - Owners, consultants and general contractor team (project manager, superintendent, field enginer, H&S advisor etc.) meet and introduce project.Obtain PermitsSet Up Site TrailerSurvey and Mark Underground UtilitiesProject Management - Progress/Strategy MeetingsProject Management Review MeetingsProject Management Strategy MeetingsSubtotalPre-Construction Site Investigation & PreparationConsultant Cost Subcontractor Costs Other Costs Tax Task Material Cost Equipment Costs Skilled Labour Cost GC Project Management Costs Total FeeDescriptionEnergy CostsSubtotalStorage Reservoir ChecksPump Station ChecksGeneral monthly operation checks (Pipelines)Project Components to be contracted outSubtotalEmergency ActionProject Components - Detailed Design within scopeProject Close Out/DemobilizationSite Clean up SubtotalQA/QC Checks + Inspectionsii. Valvesiii. FittingsQA/QC Checks + InspectionsSubtotalPipe System InstallationPrep site for construction (delineators, fencing, clearing)Excavate to gradePrep site for construction (delineators, fencing, tree clearing)Excavate to gradeInstall reinforced concrete tank (Storage cell, columns and chambers)Install internal PVC pipingiv. Other metal parts (ladder,bolts, screws, nuts, anchors)Install Stainless Steel Componentsi. HatchesAppendix D - Cost Estimate50UBC Groundwater Emergency Water Supply ProjectAppendix E - Construction SpecificationsSection 01 10 00 - General Requirements 51Section 01 20 00 - Water Supply 54Section 01 30 00 - Concrete Works 55Section 01 40 00 - Handling and Storage of Materials 56Section 01 50 00 - Wells 58Section 01 60 00 - Storage Reservoir 59Section 01 10 00 - General Requirements1. General Requirements1.1 Scope1.1.1 This section covers the general contractual requirements and clauses which are not contained or not fullycontained elsewhere in the contract documents.1.2 Submittals1.2.1 Within seven days of award of contract, submit to the corporation engineer a general construction scheduledetailing proposed work and sequence of operations.1.2.2 Provide the corporation engineer with a minimum of forty-eight hours notice prior to mobilization and/orde-mobilization to the work site.1.2.3 Before commencing construction, provide the corporation engineer with a list of at least two persons whohave authority to act on behalf of the contractor in times of emergency.1.2.4 Provide a list of contact information of all key staff and subcontractors to the corporation engineer prior tostart of construction.1.2.5 Within seven days of work completion, submit to the corporation engineer the completed marked-up set ofdrawings showing all as-constructed changes.1.2.6 Within thirty days of award of contract, submit an Environmental Management Plan (EPP) prior tocommencement of construction activities. The plan must be prepared and approved by a Qualified EnvironmentalProfessional (QEP). The corporation engineer must give written approval of the EPP prior to construction start.1.2.7 Prior to construction start, the contractor must apply for and submit all approved permits (refer to 1.4.3) tothe corporation engineer.1.3 Permits & Working Space1.3.1 Regulations affecting construction work is imposed by:.1 University of British Columbia (UBC).2 University Endowment Lands (UEL).3 BC Ministry of Environment (BC MoE).4 Metro Vancouver.5 Worker’s Compensation Board of B.C. (WorkSafe BC)51UBC Groundwater Emergency Water Supply Project.6 All other applicable utility or stakeholders1.3.2 The corporation has obtained all the following permits listed below. It is the responsibility of the contractorto obtain additional required permits..1 UBC: Work Authorization Permit.2 UBC: Building Permit1.3.3 The contractor is required to apply for and receive approval for the following permits at no additional cost tothe corporation..1 Hydrant Use Permit.2 Water Service Relocation Permit.3 Excavation/shoring Permit.4 Soil Deposit/Removal Permit.5 Erosion and Sediment Control Permit.6 Tree Removal Permit.7 Obtain any other permits or approvals necessary for construction1.4 Fencing & Site Traffic Management1.4.1 Due to anticipated high pedestrian traffic, temporary cordoning of the construction site is required.Modu-Loc fencing and/or engineer approved equivalent must be set up along site perimeters.1.4.2 Provide adequate barricades, lighting, and warning/detour signs for vehicular, bicycle and pedestrian traffic.1.4.3 The contractor shall have a copy of and adhere to the current “Traffic Control Manual for Work onRoadways” (TMM) on site at all times.1.4.4 The contractor must contact the governing authority for the impacted roadways during construction after theNotice of Award to ensure traffic management procedures are approved prior to commencing work.1.4.5 Complete closure of public roads is not permitted.1.5 Drainage Works1.5.1 During construction, provide and maintain the means and devices to promptly remove and dispose of waterentering excavation sites or other water-sensitive site locations. Intercept and divert precipitation and surface waterusing means such as cutoffs, dikes, ditches, pipes, sumps or other means accepted by the corporation engineer.1.5.2 Make provisions to maintain dewatering during:.1 Power outages..2 Holidays, weekends, and/or between work shifts.1.5.3 Ensure dewatering of the site does not remove native soils/fines.1.5.4 Settle and/or filter collected water in a settling tank or equivalent system prior to discharge if nativesoils/fines are present in drainage water.1.6 Earthworks1.6.1 Reference Standards to be adhered to include:.1 ASTM D1557, Standard Test Methods for Laboratory Compaction Characteristics of Soil using ModifiedEffort.2 ASTM D2488, Standard Practice for Description and Identification of Soils.3 Ministry of Transportation and Infrastructure of British Columbia: Open Cut Requirements52UBC Groundwater Emergency Water Supply Project.4 WorkSafeBC: Occupational Health and Safety Regulations (OHSR)1.6.2 Obtain all necessary permits from the governing authority prior to any earthworks. Access to existingutilities (hydrants, valves, manholes etc.) must be maintained throughout construction.1.6.3 Prior to excavation, a certified British Columbia Land Surveyor (BCLS) must locate and label all nearbyunderground utilities. Hand excavation will be carried out when necessary to avoid damaging utilities.1.6.4 Excavation collapse prevention will be the contractor’s responsibility. Precautions include but not limited toshoring, groundwater control, and limiting open trench length. Excavate slope at stable gradients and adhere toapplicable WorkSafeBC regulations.1.6.5 Existing adjacent structures such as utilities, adjacent structures, curbs, sidewalks, landscaping etc. will notbe disturbed or damaged. The contractor must ensure they are protected and replace/repair them if damage occurs.1.6.6 Backfill only after the corporation engineer has inspected and approved installations. Only backfill afterconcrete has achieved sufficient strength (seven days).1.6.7 When backfilling, place loose material in 200 mm depths and compact each layer to ASTM D1557 standards(bedding = 90%, pipe zone = 92%) prior to placing successive layers.1.6.8 Soils classified under ASTM D2488 fall under Peat, OH, CH, MH, or OL contain high moisture contents andcannot be used as backfill until dried.1.7 Environmental Protection1.7.1 The contractor must submit an Environmental Management Plan (EMP) prepared by a QualifiedEnvironmental Professional (QEP) prior to commencing work. The plan must cover but is not limited to thefollowing:.1 Dewatering plan for each work including drainage, stormwater management, sediment and erosion control..2 Spill prevention and emergency response plan..3 Solid waste handling (work site garbage, waste disposal etc.).4 Air quality and dust control plan.1.7.2 Ensure water routing on site deters sedimentation of water flow to eliminate the release of concrete leachate,debris, and other contaminant substances into storm drains.1.7.3 The QEP must visit the work site twice a month until project finish to ensure the EMP is strictly adhered to.1.7.4 Store environmentally harmful products such as fuels, cement, paints, clearance etc. in a way to minimizepotential leakage or spillage. Ensure a recovery plan is in place for each harmful product. Harmful products mustbe labeled according to the Workplace Hazardous Material Information System (WHMIS).1.7.5 Paints and stains must be dried prior to burial to minimize leaching into groundwater.1.7.6 If wild animal nests are located at the work site, contact a qualified removal personnel. Destroying of birdnests is prohibited under the Wildlife Act [1996].1.8 Preservation and Protection of Trees1.8.1 The contractor must receive approval from the corporation engineer prior to excavation of trees or rootsystems.1.8.2 Trees adjacent to the work site must not be harmed and must be surrounded by a protective barrier. TheCritical Root Zone [area of land surrounding the trunk with radius equal to diameter at breast height (DBH) of treemultiplied by 18, or drip line, greater of] must be protected with temporary fencing. High visibility (orange snow)fencing is recommended.1.8.3 Any root/branch pruning must be completed by a Certified Arborist or Tree Surgeon under supervision ofthe engineer.1.8.4 Under a Certified Arborist’s direction, trees disturbed by excavations/construction must be thoroughlywatered and fertilized to regenerate lost roots/foliage.53UBC Groundwater Emergency Water Supply Project1.8.5 Tree removal on site must adhere to UBC's tree removal application process and receive written approval.End of SectionSection 01 20 00 - Water Supply2. Water Supply2.1 Scope2.1.1 This section covers the contractual requirements regarding water supply material specifications, water supplyinstallation standards and water supply related deliverables.2.2 Related Sections2.2.1 Section 01 30 00 Concrete Works2.2.2 Section 01 40 00 Handling & Storage of Materials2.3 Submittals2.3.1 For contractor supplied materials and products, all manufacturers’ product data documentation must besubmitted to and approved by engineer prior to installation2.3.2 Shop drawings for all contractor fabricated works must be submitted to and approved by engineer prior toinstallation2.3.3 Catalogue data and assembly drawings for contractor provided valves must be submitted to and approved byengineer prior to installation2.4 Water Supply Pipeworks2.4.1 All water mains shall be Pressure Class 200 Polyvinyl Chloride Pressure Pipe (PVC), with a diameter of 300mm2.4.2 All pipes shall conform to ANSI/NSF Standard 14 regarding basic material requirements, manufacturedquality, and dimensional tolerance2.4.3 All pipes shall be CSA-certified to meet the standards of CAN / CSA B137.3.12.4.4 Materials used in the PVC pipes shall be CSA-certified to have a cell classification of 12454B as defined inASTM D17842.4.5 Minimum cover over water mains shall be 0.9 m2.4.6 Pipes shall have a minimum horizontal clearance of 3 m and a minimum vertical clearance of 1m from storm and sanctuary sewer mains2.4.7 All pipes with less than 3 m horizontal or 1 m vertical clearance from storm and sanitary sewers whall bewrapped with heat shrink plastic adhering to AWWA C2092.4.8 Following installation pipes must be pressure tested, flushed, and disinfected in accordance with AWWAC605-13 and AWWA C651 standards2.4.9 Pipe bedding and backfill shall be be comprised of combined crushed aggregate fill with a maximum particlesize of 19 mm2.4.10 Pipe bedding and backfill shall be compacted in layers not greater than 300 mm to 95% modified proctordensity2.4.11 Density tests shall be performed on fill in accordance with CSA A23.2-10A standards at a minimum ofevery 1000 mm2.4.12 Use caution when excavating near existing utilities54UBC Groundwater Emergency Water Supply Project2.4.13 Cap pipe at open ends to prevent groundwater, dirt, or foreign materials from entering pipe duringconstruction in accordance with AWWA C6512.4.14 If contamination of pipe occurs during construction, pipes must be flushed, chlorinated, and tested inaccordance with AWWA C6512.5 Fittings2.5.1 All vertical bends shall be restrained by a wedge action joint restraint, Stargrip series 4100P or equivalent2.5.2 All horizontal bends shall be restrained by a wedge action joint restraint, Stargrip series 4100P or equivalent2.5.3 All pipe joints shall be wedge action joint restrained, Star series 1100G2 or equivalent2..5.4 All PVC pipe bends shall be Pressure Class 235 PSI 300 mm IPEX Blue Brute Series elbows2.5.6 All fabricated fittings for PVC pipes shall conform to AWWA C900-16 standards and shall be certified toCSA B137.2-052.5.7 All PVC fittings shall be supplied with push on rubber gasketed joints conforming to ASTM F2772.5.8 All PVC pipe joints shall adhere to ASTM D3139 standards2.5.9 Joint deflection shall adhere to AWWA C605, but shall not exceed 3˚ or maximum joint deflectionrecommended by the pipe manufacturer2.6 Valves2.6.1 All double check valve backflow prevention assemblies shall adhere to AWWA C510-17 standards2.6.2 Double check valve backflow prevention assemblies from the Watt series 774 or equivalent shall be installedat all connections to existing water mainsEnd of SectionSection 01 30 00 - Concrete Works3. Concrete Works3.1 Scope3.1.1 This section relates to the composition and placement of concrete features throughout the system.3.2 Related Sections3.2.1 Section 01 20 00 Water Supply3.2.2 Section 01 40 00 Handling & Storage of Materials3.2.3 Section 01 50 00 Wells3.2.4 Section 01 60 00 Storage Reservoir3.3 Submittals3.3.1 Within 30 days of each concrete pour, submit to the consulting engineer the concrete testing results forapproval.3.3.2 Shop drawings of all precast concrete structural elements are to be submitted to the owner before completionof the project3.4 Composition3.4.1 All concrete structural components shall be designed in accordance with CSA A23.3 standards.3.4.2 All concrete elements shall have a composition in conformance with CSA A23.1 standards.55UBC Groundwater Emergency Water Supply Project3.4.3 All concrete is to be proportioned and mixed at an approved mixing plant unless otherwise directed by theconsulting engineer3.4.4 Structural elements in contact with water from the distribution system shall be of City of Vancouver Mix2828C3.5 Placement3.5.1 Concrete formwork shall be constructed on site.3.5.2 Formwork shall remain in place until structure has achieved sufficient strength, as specified by theconsulting engineer (approximately 24 hours).3.5.3 Protect freshly finished concrete from dust, rain or frost by using tarpaulins or other suitable protectivecoverings after final set.3.5.4 Concrete is not to be poured at a temperature less than 5 degrees celsius unless sufficient heating andhoarding measures have been put in place to maintain an adequate temperature. Additionally, concrete is not tocome in contact with any surface below 5 degrees during pouring.3.5.5 Concrete is not to be poured at a temperature greater than 25 degrees celsius unless the surface can beprotected from direct sunlight or through fogging. Subgrade surfaces should also be dampened prior to placement.3.5.6 Concrete should not be poured during periods that have a high probability of rain or snow, or shouldotherwise be protected from such weather conditions.3.5.7 A vibrator is to be used during the pouring process to reduce the quantity of entrapped air in the mix.3.5.8 Primary concrete curing will take place over 7 days and will consist of either regularly applying water to theconcrete surfaces or covering them with non-permeable material..1 Viable methods for applying water include ponding, fogging, and application of saturated materials such asburlap..2 Viable non-permeable materials include plastic and reinforced paper sheeting.3.5.9 Concrete surfaces are to be sealed after curing to reduce potential for water damage. The type of sealant usedis left to the discretion of the consulting engineerEnd of SectionSection 01 40 00 - Handling and Storage of Materials4. Handling and Storage of Materials4.1 Scope4.1.1This section applies to the Handling and Storage of Materials required for the construction of the wells, thestorage reservoir, and for the water mains connecting to the existing water distribution system.4.1.2 For Construction Specifications relating to the construction of the water mains connecting the wells to thetreatment station, the treatment station, and the pump station, please refer to the documents provided by thesub-contractor.4.2 Related Sections4.2.1 Section 01 20 00 Water Supply4.2.2 Section 01 30 00 Concrete Works4.3 Submittals56UBC Groundwater Emergency Water Supply Project4.3.1 All deliveries and usage of materials will be documented to match to corresponding records.4.3.2 An inventory will be maintained so as to make sure that when certain projects are ready to begin, it is knownthat all the required materials are available.4.4 General Guidelines4.4.1 Safety is the priority for all storage and handling of materials. All WorkSafe BC standards will be followed.This includes adherence to having the correct PPE in place.4.4.2 Unnecessary handling and movement of materials should be reduced.4.4.3 Materials to be stored in a manner to allow for unit loading based on the requirements of the loadingmachinery.4.4.4 Material lay down area to be kept organized and clean.4.4.5 Handle and store materials in a manner to reduce damage to them.4.4.6 Use a system for handling site waste.4.4.7 A site security assessment will be conducted. If needed a security guard will be hired to monitor the areaoutside of construction hours.4.5 Material - Concrete4.5.1 All concrete shall be stored in accordance with the material provider’s specifications.4.5.2 Precast concrete items will have assigned locations in the lay-down area. These locations will meet theirneeds in terms of soil strength, protection from weather and other damaging forces. Further, they will be secured toensure they are stable in position and will not shift.4.5.3 All concrete batched and mixed on site will be performed and stored in accordance with the City ofVancouver Building By-Law and the BC Building Code. This includes preparation, execution, usage, andclean-up.4.5.4 All concrete batches and mixes made on site will conform to the specification outlined in Section 01 30 00 –Concrete works or as otherwise specified in the Final Design package.4.5.5 Precast concrete pieces will be moved in accordance with the material manufacturer. This includes sufficientbase foundation and strapping to support any weaker sections when lifted.4.5.6 Concrete that is cast-in-place will be transported by specified vehicle appropriate for the weight and use.4.5.7 Large and heavy vehicles used for handling materials, such as a concrete pumping truck, shall be properlysupported to the ground below.4.5.8 Both precast and cast-in-place concrete will be inspected to ensure they are being built to the specifiedstandards. This includes testing upon arrival as well as testing while being installed.4.6 Material – Other4.6.1 Other materials include but are not limited to the following. Stainless steel well piping, stainless steel wellcasing, well filter screens, well pumps, other well fittings. Water main PVC piping, pressure reducing valves, andother water main fittings. Reservoir reinforcing steel bars, and other reservoir fittings. Gravels, sands, soils.4.6.2 These other materials shall be stored and handled in accordance with their material provider’s specifications.4.6.3 These other materials shall be transported by appropriate vehicles and in amounts that are within the limits ofthe vehicle.End of Section57UBC Groundwater Emergency Water Supply ProjectSection 01 50 00 - Wells5. Wells5.1 Scope5.1.1 This section covers the contractual requirements regarding well material specifications, well installationstandards and well related deliverables.5.2 Related Sections5.2.1 Section 01 30 00 Concrete Works5.2.2 Section 01 40 00 Handling & Storage of Materials5.3 Submittals5.3.1 Prior to construction start, the contractor must provide the British Columbia Groundwater Act (BCGWA)registered well driller/well pump installer and their registration number to the corporation engineer. Approval mustbe received to begin work.5.3.2 The clean river/ocean sand gravel pack supplier sieve analysis particle size distribution curve must beprovided to the corporation engineer and approved prior to use.5.3.3 The cement grout and bentonite clay mix design mix must be submitted to and approved by the engineerprior to installation.5.3.4 The contractor must submit a well yield test report promptly following the well installation written by theBCGWA registered well driller to the corporation engineer.5.3.4 The contractor must submit the well identification number and any relevant documentation to the corporationengineer within seven days of well installation completion.5.4 Well Materials5.4.1 The well cap used must be a water-tight vented 0.152 m (6”) diameter cast iron well cap.5.4.2 The well drop pipe used must be 0.152 m (6”) diameter stainless steel pipe adhering to ASTM A589specifications.5.4.3 The well casing used must be a 0.254 m (10”) diameter stainless steel casing adhering to ASTM A1097-16specifications.5.4.3 The well screen used must be 0.15 mm slit screen pipe based wire wrap.5.4.4 The gravel pack surrounding water intake areas must be well rounded clean river or ocean sand with anominal diameter of 0.2mm. Supplier sieve analysis particle size distribution curve must be provided andapproved by the engineer prior to installation.5.4.5 The cement grout and bentonite clay design mix must be approved by the engineer prior to pour.5.4.6 All well materials used should arrive to site the day of installation or the day prior. Avoid storing wellmaterials on site for an extended period of time to avoid risk of damage. Refer to section 01 40 00 Handling &Storage of Materials for further details.5.5 Well Installation5.5.1 Under the Groundwater Act (GWA), the well driller/well pump installer must be a registered installer withthe BCGWA and be able to provide their registration number.5.5.2 All well installation activities must comply with the British Columbia Water Sustainability Act GroundwaterProtection Regulation.58UBC Groundwater Emergency Water Supply Project5.5.3 Promptly following the well installation a disinfection of the groundwater in the well must be conducted todestroy any micro-organisms introduced by the activity and avoid contaminating the aquifer water supply.5.5.4 The well diller/installer must conduct a well yield test and produce a summary report to be submitted to thecorporation engineer.5.5.5 A pump test must be performed following the installation.5.5.6 The contractor must ensure and pay for a well identification plate to be installed securely and in a visiblelocation on the well-head by the driller. The identification plate placement must not interfere with well operations.End of SectionSection 01 60 00 - Storage Reservoir6. Storage Reservoir6.1 Scope6.1.1 This section includes specifications for the appurtenances and general structure of the storage reservoir.6.2 Related Sections6.2.1 Section 01 30 00 - Concrete Works6.2.2 Section 01 40 00 - Handling and Storage of Materials6.3 Submittals6.3.1 Within 30 days of each concrete pour, submit to the consulting engineer the concrete testing results forapproval.6.3.2 Electrical, SCADA, Mechanical submittals to and from the subcontractors must also be submitted to theconsulting engineer for approval in a timely manner.6.4 Electrical & SCADA6.4.1 All electrical and SCADA (monitoring and control) design and installation shall be completed by asubcontracted party. The design shall be reviewed and discussed with the consultant and client prior to start ofconstruction.6.4.2 The reservoir shall be equipped with sensors that actively monitor the water level. When at capacity, a signalshall be sent to the inlet and outlet valves (or well pumps, during emergency) to prevent reservoir overflow.6.4.3 The overflow, vent, and drain sump shall be equipped with sensors, locks, and alarm systems that notifyoperators in the event of an overflow, leakage, or any unusual activity in the storage reservoir.6.4.4 The electrical design shall include consideration for adequate lighting for the reservoir. Design for thelighting location shall be submitted to the consulting engineer for approval.6.5 Mechanical6.5.1 All mechanical components of the storage reservoir must be reviewed and approved by a subcontracted partyprior to start of construction.6.5.2 Inlet and outlet valves shall be equipped with manual operating methods in addition to the remotelycontrollable system.6.6 Geotechnical6.6.1 In addition to the preliminary geotechnical analysis that the consultant has completed, a subcontracted partymust review the soil conditions under the storage reservoir and provide guidance and approval for groundpreparation prior to start of construction.59UBC Groundwater Emergency Water Supply Project6.4 Access Hatch6.4.1 The access hatch shall be the model specified below. In the case that the exact model is not available, thereplacement access hatch must be approved by the consulting engineer.VERSA STEEL WATER RESERVOIR HATCH, 84 x 120, DUAL LEAF. Assembly No.VSH-150-A-84-120-DT-GS.6.5 Downturned Vent6.5.1 The downturned vent shall be custom made by the contractor’s preferred supplier, according to thedimensions and materials provided in the detailed design drawings. The specifications shall be submitted to theconsulting engineer for approval prior to ordering.6.6 Overflow6.6.1 The overflow shall be custom made by the contractor’s preferred supplier, according to the dimensions andmaterials provided in the detailed design drawings and report. The specifications shall be submitted to theconsulting engineer for approval prior to ordering.6.6.2 Overflow protection walls shall be cast with the same concrete material in the specified dimensions as perthe design drawings.6.6.3 Metal grating shall be provided over the overflow area to keep the ground surface uniform and prevent injuryby falling.6.6.4 Drainage away from the overflow shall be provided through a PVC pipe or culvert type structure, but shallnot connect directly to any storm sewer main.6.7 Wall Ladder6.7.1 The wall ladder shall be the model specified below. In the case that the exact model is not available, thereplacement wall ladder must be approved by the consulting engineer.COTTERMAN 8 RUNG FIXED STEEL LADDER, Part No. F10S Item No.35702106.8 Drain & Drain Sump6.8.1 The drain cover and drain sump shall be custom made by the contractor’s preferred supplier, according to thedimensions and materials provided in the detailed design drawings and report. The specifications shall besubmitted to the consulting engineer for approval prior to ordering.6.8.2 The reservoir floor shall be sloped at 2% grade to enable efficient drainage to the drain and drain sump.6.9 Valve Chamber6.9.1 The valve chamber shall be custom made by the contractor’s preferred supplier, according to the dimensionsand materials provided in the detailed design drawings and report. The specifications shall be submitted to theconsulting engineer for approval prior to ordering.6.10 Disinfection6.10.1 The reservoir and all appurtenances within it must be cleaned and disinfected in accordance with the currentAWWA standards prior to the start of operation.End of Section60Appendix F - Detailed Design Drawings61UNIVERSITY OF BRITISH COLUMBIAUBC GROUNDWATER EMERGENCY WATER SUPPLYDETAILED DESIGN DRAWINGS - ISSUED FOR CONSTRUCTIONSOCIAL ECOLOGICAL ECONOMIC DEVELOPMENT STUDIES (SEEDS)SUSTAINABILITY PROGRAMSHEET # DRAWING # SHEET TITLEWELLS0102030405060708091011121314151601-WELL-0102-WELL-0203-WELL-0304-WELL-0405-WELL-0506-WELL-0607-STOR-0108-STOR-0209-STOR-0310-STOR-0411-STOR-0512-PIPE-0113-PIPE-0214-PIPE-0315-PIPE-0416-PIPE-05STORAGE RESERVOIRWATER SUPPLY PIPESWELL HEADWELL HEADUPPER AQUIFER AND ORGANICS LAYERLOWER AQUIFERWELL CAPPITLESS ADAPTERSTORAGE RESERVOIR BASE SLAB & COLUMNSTORAGE RESERVOIR CROSS SECTIONSTORAGE RESERVOIR ROOF, VENTS & OVERFLOWSSTORAGE RESERVOIR VENT, OVERFLOW, VALVE CHAMBER DETAILSSUMP PUMP PROFILEFAIRVIEW PLACE WATER MAINWESBROOK MALL WATER MAINWEST 16TH AVE WATER MAINWATER MAIN TO HIGH PRESSURE ZONEWATER MAIN DETAILSVICINITY MAPPREPARED BY KNAX CONSULTINGKAEDE DURRANTNATALIE MCRAEANDREW MILLERANDREW NICKELANHA NUBAIRAXIAOYING QINAPRIL 14, 2021SHEET LIST TABLEPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION6287.10m a.s.l [Depth: 0.00m]GRAVELLYSAND22.20m a.s.l [Depth: 64.90m]19.20m a.s.l [Depth: 67.90m]13.79m a.s.l [Depth: 73.31m]12.88m a.s.l [Depth: 74.22m]6.28m a.s.l [Depth: 80.50m]SANDUPPER AQUIFERSANDY SILTSANDY SILTORGANICSSILTY SANDSILTY SANDCONCRETE WELL SEAL WITHCEMENT GROUTINGINCLINED TOPSOILDETAIL BBENTONITE GROUT SEALBACKFILL SOIL0.15m0.25m0.5m2.25m10°DROP PIPECASINGDROP PIPECASINGBENTONITE GROUT SEAL0.20mm CLEAN RIVER/OCEAN SAND[UNIFORMLY GRADED]0.13m0.15mm SLIT WIRE WRAP SCREEN0.25m0.13mLOWER AQUIFERBENTONITE GROUT SEAL0.15m0.25m0.13mBACKFILL SOILBENTONITE GROUT SEAL0.15mm SLIT WIRE WRAP SCREEN0.20mm CLEAN RIVER/OCEAN SAND[UNIFORMLY GRADED]0.15mm SLITE WIRE WRAP DROP PIPE INTAKESCREEN (INSIDE CASING SCREEN)0.25m0.13mDROP PIPEDETAIL A CIVL 446 - UBC GROUNDWATER EMERGENCYWATER SUPPLY PROJECTDRAWING NAME:DRAWING NO.:SCALE:WELL HEAD01-WELL-01-CLIENTUBC SEEDSNOTES:· DIMENSIONS IN METRES UNLESSOTHERWISE SPECIFIED· DO NOT MEASURE FROM THIS DRAWING· REPORT ANY DISCREPANCIES TO THEENGINEER OF RECORDREV.:DATE:(yyyy-mm-dd)01-IFC 2021-04-14BY: APPROVED:SIGN & SEALXQ XQPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION6387.10m a.s.l [Depth: 0.00m]GRAVELLYSAND22.20m a.s.l [Depth: 64.90m]SANDCONCRETE WELL SEAL WITHCEMENT GROUTINGINCLINED TOPSOILDETAIL BBENTONITE GROUT SEALBACKFILL SOIL0.15m0.25m0.5m2.25m10°DROP PIPECASINGBENTONITE GROUT SEAL0.13m0.13mDETAIL ACONCRETE PROPERTIES1. CONCRETE MUST BE 25 MPa AND ADHERE TO C-2EXPOSURE CLASS STANDARDS.2. FORMWORK MUST NOT BE REMOVED BEFORE 7DAYS OR 15MPa STRENGTH IS REACHED.3. FIELD REVIEW OF FORMWORK, AND CONCRETESTRENGTH IS THE RESPONSIBILITY OF THECONTRACTOR.4. CONCRETE TEST RESULTS MUST BE SUBMITTEDTO THE ENGINEER WITHIN 5 WORK DAYS OFPERFORMANCE. CIVL 446 - UBC GROUNDWATER EMERGENCYWATER SUPPLY PROJECTDRAWING NAME:DRAWING NO.:SCALE:WELL HEAD02-WELL-02-CLIENTUBC SEEDSNOTES:· DIMENSIONS IN METRES UNLESSOTHERWISE SPECIFIED· DO NOT MEASURE FROM THIS DRAWING· REPORT ANY DISCREPANCIES TO THEENGINEER OF RECORDREV.:DATE:(yyyy-mm-dd)01-IFC 2021-04-14BY: APPROVED:SIGN & SEALXQ XQPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION64GRAVELLYSAND22.20m a.s.l [Depth: 64.90m]19.20m a.s.l [Depth: 67.90m]SANDUPPER AQUIFERSANDY SILTSANDY SILTDETAIL BBENTONITE GROUT SEALBACKFILL SOILDROP PIPECASINGDROP PIPECASINGBENTONITE GROUT SEAL0.20mm CLEAN RIVER/OCEAN SAND[UNIFORMLY GRADED]0.13m0.15mm SLIT WIRE WRAP SCREEN0.25m0.13m0.15m0.25m0.13mBACKFILL SOIL19.20m a.s.l [Depth: 67.90m]13.79m a.s.l [Depth: 73.31m]12.88m a.s.l [Depth: 74.22m]6.28m a.s.l [Depth: 80.50m]SANDY SILTSANDY SILTORGANICSSILTY SANDSILTY SANDDROP PIPECASINGBENTONITE GROUT SEAL0.15m0.25m0.13mBACKFILL SOILBENTONITE GROUT SEALBENTONITE GROUT SEAL PROPERTIES1. IT IS THE CONTRACTOR'S RESPONSIBILITY TOENSURE NO WATER/DRILLING FLUID IS PRESENT INTHE BOREHOLE PRIOR TO BENTONITE GROUT POUR2. GROUT MUST BE SET FOR A MINIMUM OF 48HOURS PRIOR TO BACKFILL3. THE CONTRACTOR MUST VERIFY AND KEEPRECORD OF EACH GROUT SEAL LAYER PRIOR TOBACKFILLBACKFILL PROPERTIES1. BACKFILL MATERIAL MUST BE TESTED AS PERASTM D2974-00 STANDARDS FOR ORGANICMATERIAL. REFER TO SPECIFICATIONS 01 10 000FOR MORE DETAILS. ONLY ENGINEER APPROVEDBACKFILL MAY BE INSTALLED. CIVL 446 - UBC GROUNDWATER EMERGENCYWATER SUPPLY PROJECTDRAWING NAME:DRAWING NO.:SCALE:UPPER AQUIFER AND ORGANICS LAYER03-WELL-03-CLIENTUBC SEEDSNOTES:· DIMENSIONS IN METRES UNLESSOTHERWISE SPECIFIED· DO NOT MEASURE FROM THIS DRAWING· REPORT ANY DISCREPANCIES TO THEENGINEER OF RECORDREV.:DATE:(yyyy-mm-dd)01-IFC 2021-04-14BY: APPROVED:SIGN & SEALXQ XQPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION65-4.52m a.s.l [Depth: 91.30m]LOWER AQUIFER0.15mm SLIT WIRE WRAP SCREEN0.20mm CLEAN RIVER/OCEAN SAND[UNIFORMLY GRADED]0.15mm SLITE WIRE WRAP DROP PIPE INTAKESCREEN (INSIDE CASING SCREEN)BOTTOM PLATE0.05m0.25m0.13mDROP PIPESUBMERSIBLE PUMPCLEAN SAND NOTES1. CLEAN RIVER/OCEAN SAND MUST HAVE 90% OFALL PARTICLES FALL WITHIN THE D50 OF THEPARTICLE SIZE DISTRIBUTION CURVE.2. IT IS THE CONTRACTORS'S RESPONSIBILITY TOWASH SAND PRIOR TO INSTALLATION AND ENSURENO SILTS OR DUST ARE PRESENT.3. THE CONTRACTOR MUST SUBMIT A THIRD-PARTYSAND GRADATION CURVE AND RECEIVE APPROVALFROM THE ENGINEER PRIOR TO INSTALLATION.PUMP NOTES1. PUMP MUST BE A 30 HP 9 STAGE SUBMERSIBLEPUMP CAPABLE OF SUPPLYING A MINIMUM OF 110MOF HEAD AT 15 L/s.2. PUMP SETS MUST COMPLY WITH CURRENT I.S.OSTANDARDS.3. IT IS THE CONTRACTOR'S RESPONSIBILITY TOENSURE THE PUMP CABLE CONNECTION IS INWORKING CONDITION PRIOR TO INSTALLATION.4. THE CONTRACTOR MUST SUBMIT THE PUMPMANUFACTURER'S AUTHORIZATION LETTER ANDPUMP CERTIFICATE TO THE ENGINEER AS WELL ASRECEIVE THE ENGINEER'S APPROVAL PRIOR TOPUMP INSTALLATION. CIVL 446 - UBC GROUNDWATER EMERGENCYWATER SUPPLY PROJECTDRAWING NAME:DRAWING NO.:SCALE:LOWER AQUIFER04-WELL-04-CLIENTUBC SEEDSNOTES:· DIMENSIONS IN METRES UNLESSOTHERWISE SPECIFIED· DO NOT MEASURE FROM THIS DRAWING· REPORT ANY DISCREPANCIES TO THEENGINEER OF RECORDREV.:DATE:(yyyy-mm-dd)01-IFC 2021-04-14BY: APPROVED:SIGN & SEALXQ XQPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION66WELL CASINGDROP PIPEWELL SEAL CAPGASKETRETAINER RINGDEPRESSION RINGMACHINE BOLTVENT ASSEMBLYSCREENEDAIR VENT0.25m0.15m0.3m0.11m0.09m0.04m0.02m0.01mMACHINE BOLTVENT ASSEMBLYØ0.02mR0.15mR0.13m0.31m0.06mWELL CAP DETAILS:1. THE WELL CAP MUST BE WATERTIGHT AND INSTALLED WITH ACOMPRESSION SEAL RING AND SCREENED WELL VENT.2. THE WELL IDENTIFICATION PLATE MUST BE SECURED ONTO THE WELLCAP IN A VISIBLE LOCATION. CIVL 446 - UBC GROUNDWATER EMERGENCYWATER SUPPLY PROJECTDRAWING NAME:DRAWING NO.:SCALE:WELL CAP05-WELL-05-CLIENTUBC SEEDSNOTES:· DIMENSIONS IN METRES UNLESSOTHERWISE SPECIFIED· DO NOT MEASURE FROM THIS DRAWING· REPORT ANY DISCREPANCIES TO THEENGINEER OF RECORDREV.:DATE:(yyyy-mm-dd)01-IFC 2021-04-14BY: APPROVED:SIGN & SEALXQ XQPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION67SPOOL ASSEMBLYSPOOL TO DROP PIPE CONNECTIONDISCHARGE CONNECTIONTAPPING SIZEPITLESS UNIT TOWELL CASING CONNECTIONWELL CASINGDROP PIPE CONNECTION0.25m0.15m0.15mPRESSURE ZONETAPPINGWATER SAMPLERTAPPINGMOTOR CABLE PASSAGEWELL CASINGDROP PIPECONNECTION0.07mØ0.01mØ0.000mPITLESS ADAPTER DETAILS:1. THE PITLESS ADAPTOR AND WELL CASING CONNECTION MUST BEBUTT WELDED BY A CERTIFIED WELDER REGISTERED WITH THECANADIAN WELDING BUREAU (CWB). THE CONTRACTOR MUST PROVIDEWELDER QUALIFICATIONS AND SEEK THE ENGINEER'S APPROVAL PRIORTO COMMENCING THE WELD.2. THE PITLESS ADAPTOR MUST BE RATED CAPABLE OF CONDUCTING100m OF HEAD PRESSURE DISCHARGE. CIVL 446 - UBC GROUNDWATER EMERGENCYWATER SUPPLY PROJECTDRAWING NAME:DRAWING NO.:SCALE:PITLESS ADAPTER06-WELL-06-CLIENTUBC SEEDSNOTES:· DIMENSIONS IN METRES UNLESSOTHERWISE SPECIFIED· DO NOT MEASURE FROM THIS DRAWING· REPORT ANY DISCREPANCIES TO THEENGINEER OF RECORDREV.:DATE:(yyyy-mm-dd)01-IFC 2021-04-14BY: APPROVED:SIGN & SEALXQ XQPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION6860000250006000500 x 500 COLUMNS300INLETOUTLETSCOTTERMAN CO. WALL LADDER3570210 F10SA B12300035006000FLOOR DRAINTO DRAIN SUMP2% SLOPE2% SLOPE2% SLOPE2% SLOPETO VALVE CHAMBERSEE DRAWING 5PLAN VIEWNOTES:1. ALL DIMENSIONS IN MILLIMETERSUNLESS SPECIFIED2. SEE CONSTRUCTIONSPECIFICATIONS FOR LADDERDETAILS3. STRUCTURAL DETAILS OFCONCRETE CASTING OF WALLSAND COLUMNS SHALL BECONFIRMED WITH STRUCTURALDESIGNER4. SEE CONSTRUCTIONSPECIFICATIONS ANDMANUFACTURER DRAWINGS FORWALL LADDER5. VALVE CHAMBER DETAILS ONDRAWING "STORAGE RESERVOIRVENT, OVERFLOW, VALVECHAMBER DETAILS"200300TO VALVE CHAMBERSEE DRAWING "STORAGERESERVOIR VENT, OVERFLOW,VALVE CHAMBER DETAILS" CIVL 446 - UBC GROUNDWATER EMERGENCYWATER SUPPLY PROJECTDRAWING NAME:DRAWING NO.:SCALE:STORAGE RESERVOIR BASE SLAB & COLUMN07-STOR-01-CLIENTUBC SEEDSNOTES:· DIMENSIONS IN METRES UNLESSOTHERWISE SPECIFIED· DO NOT MEASURE FROM THIS DRAWING· REPORT ANY DISCREPANCIES TO THEENGINEER OF RECORDREV.:DATE:(yyyy-mm-dd)01-IFC 2021-04-14BY: APPROVED:SIGN & SEALKD KDPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION69300060000MATCH EXISTING GROUND LEVELOUTLETSSEE DETAIL BINLETSEE DETAIL AAB300025000123000 300060006000 6000 6000 6000 60006000 6000 6000500 x 500 COLUMNS3650DETAIL ADETAIL B3500 6000 6000 6000 3500500 x 500 COLUMNS3003003650600060003000300300 3003417.5300700MATCH PUMP STATIONINLET ELEVATION300 FLOOR SLAB300 FLOOR SLABELEVATION VIEWPROFILE VIEWNOTES:1. ALL DIMENSIONS INMILLIMETERS UNLESS SPECIFIED2. MAINS, VENT, LADDER ANDOVERFLOW ARE NOT SHOWN INTHIS DRAWING FOR CLARITY CIVL 446 - UBC GROUNDWATER EMERGENCYWATER SUPPLY PROJECTDRAWING NAME:DRAWING NO.:SCALE:STORAGE RESERVOIR CROSS SECTION08-STOR-02-CLIENTUBC SEEDSNOTES:· DIMENSIONS IN METRES UNLESSOTHERWISE SPECIFIED· DO NOT MEASURE FROM THIS DRAWING· REPORT ANY DISCREPANCIES TO THEENGINEER OF RECORDREV.:DATE:(yyyy-mm-dd)01-IFC 2021-04-14BY: APPROVED:SIGN & SEALKD KDPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION70A B126000025000300VERSA STEEL WATER RESERVOIR HATCH, 84" X 120", DUAL LEAFDOWN-TURNED VENTSEE DETAILS ON DRAWING "STORAGERESERVOIR - VENT, OVERFLOW, VALVECHAMBER DETAILS"OVERFLOWCAPACITY: 60L/SSEE DETAILS ON DRAWING "STORAGERESERVOIR - VENT, OVERFLOW, VALVECHAMBER DETAILS"OVER FLOW PROTECTION WALLSSEE DETAILS ON DRAWING"STORAGE RESERVOIR - VENT,OVERFLOW, VALVE CHAMBERDETAILS"900032002286PLAN VIEWNOTES:1. ALL DIMENSIONS INMILLIMETERS UNLESS SPECIFIED2. SEE DRAWING 4 FOR OVERFLOWAND VENT DETAILS3. SEE CONSTRUCTIONSPECIFICATIONS ANDMANUFACTURER DRAWINGS FORRESERVOIR ACCESS HATCHMETAL GRATINGDRAINAGE (NOT DIRECTLYCONNECTEDTO STORMSEWER) CIVL 446 - UBC GROUNDWATER EMERGENCYWATER SUPPLY PROJECTDRAWING NAME:DRAWING NO.:SCALE:STORAGE RESERVOIR ROOF,VENTS & OVERFLOWS09-STOR-03-CLIENTUBC SEEDSNOTES:· DIMENSIONS IN METRES UNLESSOTHERWISE SPECIFIED· DO NOT MEASURE FROM THIS DRAWING· REPORT ANY DISCREPANCIES TO THEENGINEER OF RECORDREV.:DATE:(yyyy-mm-dd)01-IFC 2021-04-14BY: APPROVED:SIGN & SEALKD KDPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION71DOWN-TURNED VENT OVERFLOW - FRONT TOP OF RESERVOIR 610DOWN-TURNED VENTMINIMUM HEIGHT REQUIREMENT300 OVERFLOWTO ACCOMMODATE 60L/SRESERVOIR SIDE WALL310MINIMUM HEIGHTREQUIREMENTVISIBLE DISCHARGE REQUIREDOVERFLOWPROTECTION WALLOVERFLOW - SIDE1000MATCH EXISTING GROUND LEVELAND TOP OF RESERVOIR1000300OVERFLOW PROTECTION WALLNOTES:1. ALL DIMENSIONS INMILLIMETERS UNLESS SPECIFIED2. VENT AND OVERFLOW MATERIALSSHALL MEET ANSI/NSF61REQUIREMENTS3. VALVE CHAMBER DRAWING CAN BEAPPLIED TO THE INLET AND TWOOUTLETS4. VALVE AND VALVE CHAMBERDESIGN SHALL BE APPROVED BY AMECHANICAL ENGINEER PRIOR TOCONSTRUCTIONTOP OF RESERVOIRRESERVOIRSIDE WALL450200VALVECAST IN PLACECONCRETE AS PERSPECIFICATION FORSTORAGE RESERVOIRBASE SLABVALVE CHAMBER3003003000SEE DETAIL A AND DETAIL B ONDRAWING "IFC - STORAGERESERVOIR - CROSS SECTION"FOR PIPE ELEVATIONMETAL GRATINGMETAL GRATING1000DRAINAGE(NOT DIRECTLYCONNECTEDTO STORM SEWER)3001000 CIVL 446 - UBC GROUNDWATER EMERGENCYWATER SUPPLY PROJECTDRAWING NAME:DRAWING NO.:SCALE:STORAGE RESERVOIR VENT, OVERFLOW,VALVE CHAMBER DETAILS10-STOR-04-CLIENTUBC SEEDSNOTES:· DIMENSIONS IN METRES UNLESSOTHERWISE SPECIFIED· DO NOT MEASURE FROM THIS DRAWING· REPORT ANY DISCREPANCIES TO THEENGINEER OF RECORDREV.:DATE:(yyyy-mm-dd)01-IFC 2021-04-14BY: APPROVED:SIGN & SEALKD KDPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION724651.636001117.6101.6MANHOLECOVERSUMP PUMPSTORAGERESERVOIRRESERVOIRDRAINOUTLETTO STORMDRAINVALVE300 DIA.150 DIA. CIVL 446 - UBC GROUNDWATER EMERGENCYWATER SUPPLY PROJECTDRAWING NAME:DRAWING NO.:SCALE:SUMP PUMP PROFILE11-STOR-05-CLIENTUBC SEEDSNOTES:· DIMENSIONS IN MILLIMETRES UNLESSOTHERWISE SPECIFIED· DO NOT MEASURE FROM THIS DRAWING· REPORT ANY DISCREPANCIES TO THEENGINEER OF RECORDREV.: DATE:(yyyy-mm-dd)01 2021-04-14BY: APPROVED:SIGN & SEALAM AMPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION73SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW WW W WW W W WW W WW W WW W WW W WW W WW W WW W WW W W WW W WW W WW W WW W WW W WW W WW W WW W W WW W WW W WW W WW W WW W WW W WW W WW W W WW W WW W WW W WW W WW W WW W WW W WW W W WW W WW W WW W WW W WW W WW W WW W WW W WW W W WW W WW W WW W WW W WW W WW W WW W WW W W WWWWWWWWWWWWWWWWWWWW WW W W WW W WW W WW W W WW W WW W WW W WW W W WW W WW W WW W W WW W WW W WW W W WW W WW W WW W W WW W WW W WW W WW W W WW W WW W WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W WW W WW W WW W WW W WW W WW W WW W WW W WW W WW WW W WW W WW W WW W WW W WW W WW W WW W WW W WW W WW W WW W WW WW W WW W WW WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWGGGGGGGGGGGGG G GG G GG G GG G GG G GG G G GG G GG G GG G GG G GG G GG G GG G GG G G GG G GG G GG G GG G GG G GG G GG G GG G G GG G GG G GG G GG G GG G GG G GG G GG G G GG G GG G GG G GG G GG G GG G GG G GG G G GG G GG G GG G GG G GG G GG G GG G GG G GG G G GG G GG G GG G GG G GGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGG GG G G GG GGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGG GG GG GG GG GGG GG GG GGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGG G G G G GG G G G GG G G G GG G G G GG G G G G GG G G G GG G G G GG G G GGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGEEEEEEEEEEEEEEEEEEEEEEEEEEEE E E E E E E E EE E E E E E E E E E EE E E E E E E E E E EE E E E E E E E E E EE E E E E E EEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEE E E EE E E E E E E E E E E E E E E E E E E E E EE E E E E E E E E E E E E E E E E E E E E EE E E E E E E E E E E EEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEE EEE EEE EEE EEE EEE EEE EEE EEE EEE EEE EEE EEE EEE EEE EEE EEE EEE EEFAIRVIEW PLACETHUNDERBIRD BLVD.OSOYOOS CR.N1 - 22.5 DEGREE ELBOW1- 300 Ø MECHANICALJOINT WEDGE ACTIONRESTRAINT1 - 90 DEGREE ELBOW1- 300 Ø MECHANICAL JOINT WEDGE ACTION RESTRAINT1 - 90 DEGREE ELBOW1- 300 Ø MECHANICALJOINT WEDGE ACTIONRESTRAINT1 - 22.5 DEGREEELBOW1- 300 Ø MECHANICALJOINT WEDGE ACTIONRESTRAINT1 - 90 DEGREE ELBOW1- 300 Ø MECHANICALJOINT WEDGE ACTIONRESTRAINT300 Ø PVC PIPEEXISTING GAS LINEEXISTING WATER MAINEXISTINGELECTRICAL LINEPUMP STATIONEXISTING ROAD GRADEPROPOSED 300Ø PVC WATER MAINTIE-IN TO PUMP STATIONOUTLET PIPE104.822.5 DEGREE HORIZONTAL BEND WITHJOINT WEDGE ACTION RESTRAINT90 DEGREE HORIZONTAL BEND WITHJOINT WEDGE ACTION RESTRAINT90 DEGREE HORIZONTAL BEND WITHJOINT WEDGE ACTION RESTRAINT90 DEGREE HORIZONTAL BEND WITHJOINT WEDGE ACTION RESTRAINT90 DEGREE HORIZONTAL BEND WITHJOINT WEDGE ACTION RESTRAINTVERTICAL BEND99.9180 m OF 300 Ø PVC PIPE AT 2.77%VERTICAL BEND99.995.9 m OF 300 Ø PVC PIPE AT 0%0+180 0+216.43 0+256.87 0+275.60 0+287.60 0+385.95 0+468.61100.8192.7 m OF 300 Ø PVC PIPE AT 0.46%NOTES:1. CONTRACTOR TO CONFIRMLOCATION OF ALL EXISTINGUTILITIES PRIOR TOCONSTRUCTION AND REPORTANY DESIGN CONFLICTS TOENGINEER2. ALL PIPE ELEVATIONSREFER TO INVERT ELEVATIONS CIVL 446 - UBC GROUNDWATER EMERGENCYWATER SUPPLY PROJECTDRAWING NAME:DRAWING NO.:SCALE:FAIRVIEW PLACE WATER MAIN12-PIPE-01-CLIENTUBC SEEDSNOTES:· DIMENSIONS IN METRES UNLESSOTHERWISE SPECIFIED· DO NOT MEASURE FROM THIS DRAWING· REPORT ANY DISCREPANCIES TO THEENGINEER OF RECORDREV.:DATE:(yyyy-mm-dd)01 2021-04-14BY: APPROVED:SIGN & SEALNM NMPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION74SSSSSSSSSSSSSS S S SS S S S S SS S S S SS S S S S SS S S S S S SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS SS S SS SS S SS SS S SS S SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS SSSSSSSS SSSSSSSS SSSSSSS SSSSSSSS SSSSSSSS SSSSS SS SSS SS SSS SSS SSS SS SSS SSS SS SSS SSS SS SSS SSS SS SSS SSS SS SSS SSS SSS SS SS S SS S SS SS S SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS S SS SS S SS SSS SWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW WWWW WWWW WWWWW WWWW WWWW WWWW WWWWW WWWW WWWW WWWW WWWWW WWWW WWWW WWWWW WWWW WWWW WWWW WWWWW WWWW WWWW WWWW WWWWW WWWW WWWW WWWW WWWWW WWWW WWWW WWWW WWWWW WWWW WWWW WWWW WWWWW WWWW WWWW WWWW WWWWW WWWW WWWW WWWW WWWWW WWWW WWWW WWWWW WWWW WWWW WWWW WWWWW WWWW WWWW WWWW WWWWW WWWW WWWW WWWW WWWWW WWWW WWWW WWWW WWWWW WWWW WWWW WWWW WWWWW WWWW WWWW WWWW WWWWW WWWW WWWW WWWWW WWWW WWWW WWWW WWWWW WWWW WWWW WWWW WWWWW WWWW WWWW WWWW WWWWW WWWW WWWW WWWW WWWWW WWWW WWWW WWWW WWWWW WWWW WWWW WWWW WWWWW WWWW WWWW WWWW WWWWW WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGG G G G G G G G G G G G G G G GGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEE EEEEEEEEEEEEEEEEEEEEEEEEEE EEEEEEEEEEEEEEEEEEEEEEEEEE EEEEEEEEEEEEEEEEEEEEEEEEEE EEEEEEEEEEEEEEEEEEEEEEEEE EEEEEEEEEEEEEEEEEEEEEEEEEE EEEEEEEEEEEEEEEEEEEEEEEEEE EEEEEEEEEEEEEEEEEEEEEEEEEE EEEEEEEEEEEEEEEEEEEEEEEEEE EEEEEEEEEEEEEEEEEEEEEEEEEE EEEEEEEEEEEEEEEEEEEEEEEEE EEEEEEEEEEEEEEEEEEEEEEEEEE EEEEEEEEEEEEEEEEEEEEEEEEEE EEEEEEEEEEEEEEEEEEEEEEEEEE EEEEEEEEEEEEEEEEEEEEEEEEEE EEEEEEEEEEEEEEEEEEEEEEEEEE EEEEEEEEEEEEEEEEEEEEEEEEE EEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEETHUNDERBIRD BLVD.WESBROOK MALLNMECHANICALJOINT WEDGE ACTION1 - 90 DEGREE ELBOW1- 300 ØMECHANICALJOINT WEDGE ACTIONRESTRAINT300 Ø PVC PIPEEXISTING GAS LINEEXISTING ELECTRICALLINEEXISTING WATER MAIN1 - 90 DEGREE ELBOW1- 300 ØMECHANICALJOINT WEDGE ACTIONRESTRAINTEXISTING ROAD GRADE182.47 m OF 300 Ø PVC PIPE AT 2.19% 159.00 m OF 300 Ø PVC PIPE AT 1.89% 131.85 m OF 300 Ø PVC PIPE AT 1.52%90 DEGREE HORIZONTAL BEND WITHJOINT WEDGE ACTION RESTRAINT0+468.6190 DEGREE HORIZONTAL BEND WITHJOINT WEDGE ACTION RESTRAINT100.8VERTICAL BENDPROPOSED 300Ø PVC WATER MAIN0+651.0896.8VERTICAL BEND0+810.0893.80+941.9391.8VERTICAL BEND1+240.0990.7298.16 m OF 300 Ø PVC PIPE AT 0.37%NOTES:1.) CONTRACTOR TO CONFIRMLOCATION OF ALL EXISTINGUTILITIES PRIOR TOCONSTRUCTION AND REPORTANY DESIGN CONFLICTS TOENGINEER2.) ALL PIPE ELEVATIONS REFERTO INVERT ELEVATIONS CIVL 446 - UBC GROUNDWATER EMERGENCYWATER SUPPLY PROJECTDRAWING NAME:DRAWING NO.:SCALE:WESBROOK MALL WATER MAIN13-PIPE-02-CLIENTUBC SEEDSNOTES:· DIMENSIONS IN METRES UNLESSOTHERWISE SPECIFIED· DO NOT MEASURE FROM THIS DRAWING· REPORT ANY DISCREPANCIES TO THEENGINEER OF RECORDREV.:DATE:(yyyy-mm-dd)01 2021-04-14BY: APPROVED:SIGN & SEALNM NMPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION75PROPOSED TIE IN TO EXISTING MAIN1 - TEE (300 mm x 300 mm x 300mm)1 - DOUBLE CHECK VALVE BACKFLOWPREVENTION ASSEMBLY3 - 300 Ø MECHANICAL JOINT WEDGEACTION RESTRAINTS SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W WW WW W WW WW W WW WW W WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WW W WW WWGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGG GG GG G GG GG GG G GG GG GG GG G GG GG GG G GG GG GG G GG GG GG G GG GG GG GG G GG GG GG G GG GG GG G GG GG GG GG G GG GG GG G GG GG GG G GG GG GG G GG GG GG GG G GG GG GG G GG GG GG G GG GG GG GG G GG GG GG G GG GG GG G GG GG GG G GG GG GG GG G GG GG GG G GG GG GG G GG GG GG GG G GG GG GG G GG GG GG G GG GG GG G GG GG GG GG G GG GG GG G GG GG GG G GG GG GG GG G GG GG GG G GG GG GG G GG GG GG G GG GG GG GG G GG GG GG G GG GG GG G GG GG GG GG G GG GG GG G GG GG GG G GG GG GG G GG GG GG GG G GG GG GG G GG GG GG G GG GG GG GG G GG GG GG G GG GG GG G GG GG GG G GG GG GG GG G GG GG GG GGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEE EE EE EE EE EEE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EEE EE EE EE EE EE EE EE EE EE EE EE EEE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EEE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EEE EE EE EE EE EE EE EE EE EE EE EE EEE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EEE EE EE EE EE EE EE EE EE EE EE EE EEE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EEE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EE EEE EE EE EE EE EE EE EE EE EE EE EE EEE EE EE EE EE EE EE EE EEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEW 16TH AVE.EXISTING 300mm LOWPRESSUREWATER MAINN1 - 90 DEGREE ELBOW1- 300 Ø MECHANICALJOINT WEDGE ACTIONRESTRAINTEXISTING ROAD GRADEPROPOSED 300Ø PVC WATER MAIN214.98 m OF 300 Ø PVC PIPE AT 4.19% 64.22 m OF 300 Ø PVC PIPE AT 3.11%90 DEGREE HORIZONTAL BEND WITHJOINT WEDGE ACTION RESTRAINTVERTICAL BEND1+240.09124.62m OF 300 Ø PVC PIPE AT 0.88%90.71+364.7191.81+579.69VERTICAL BEND100.81+643.9198.8TIE IN TO EXISTINGWATER MAINNOTES:1.) CONTRACTOR TOCONFIRM LOCATION OFALL EXISTING UTILITIESPRIOR TOCONSTRUCTION ANDREPORT ANY DESIGNCONFLICTS TOENGINEER2.) ALL PIPE ELEVATIONSREFER TO INVERTELEVATIONS CIVL 446 - UBC GROUNDWATER EMERGENCYWATER SUPPLY PROJECTDRAWING NAME:DRAWING NO.:SCALE:WEST 16TH AVE WATER MAIN14-PIPE-03-CLIENTUBC SEEDSNOTES:· DIMENSIONS IN METRES UNLESSOTHERWISE SPECIFIED· DO NOT MEASURE FROM THIS DRAWING· REPORT ANY DISCREPANCIES TO THEENGINEER OF RECORDREV.:DATE:(yyyy-mm-dd)01 2021-04-14BY: APPROVED:SIGN & SEALNM NMPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION76WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWACADIA ROADWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEEXISTING GAS LINEEXISTING ELECTRIC LINEEXISTING STREET LIGHT DUCTSUNIVERSITY BOULEVARD1 - 45 DEGREEELBOW1- 300 ØMECHANICALJOINT WEDGEACTIONRESTRAINT1 - 22.5 DEGREEELBOW1- 300 ØMECHANICAL JOINTWEDGE ACTIONRESTRAINTSTORAGERESERVOIRPUMP STATION300 Ø PVC PIPE1 - CUSTOM 17 DEGREE ELBOW1- 300 Ø MECHANICAL JOINTWEDGE ACTION RESTRAINTPROPOSED TIE IN TO EXISTING MAIN1 - TEE (300 mm x 300 mm x 300mm)1 - DOUBLE CHECK VALVE BACKFLOWPREVENTION ASSEMBLY3 - 300 Ø MECHANICAL JOINT WEDGE ACTION RESTRAINTEXISTING WATER MAINNEXISTINGROADGRADEPROPOSED300Ø PVCWATER MAINTIE-IN TO PUMPSTATION OUTLET PIPE104.8VERTICAL BEND98.850 m OF 300 Ø PIPE AT 12% 100 m OF 300 Ø PVC PIPE AT 0%0+150.00 0+256.18106.18m OF 300 Ø PVC PIPE AT 0.47%TIE IN TO EXISTINGWATER MAIN98.3VERTICAL BEND0+50.0098.80+43.7445 DEGREE HORIZONTAL BEND WITHJOINT WEDGE ACTION RESTRAINT22.5 DEGREE HORIZONTAL BEND AND JOINT WEDGE ACTION RESTRAINT0+92.9045 DEGREE HORIZONTAL BEND WITHJOINT WEDGE ACTION RESTRAINT0+127.0945 DEGREE HORIZONTAL BEND WITHJOINT WEDGE ACTION RESTRAINT0+188.65 0+236.5417 DEGREE HORIZONTAL BEND WITHJOINT WEDGE ACTION RESTRAINTNOTE: CONTRACTOR TOCONFIRM LOCATION OFALL EXISTING UTILITIESPRIOR TOCONSTRUCTION ANDREPORT ANY DESIGNCONFLICTS TOENGINEER CIVL 446 - UBC GROUNDWATER EMERGENCYWATER SUPPLY PROJECTDRAWING NAME:DRAWING NO.:SCALE:WATER MAIN TO HIGH PRESSURE ZONE15-PIPE-04-CLIENTUBC SEEDSNOTES:· DIMENSIONS IN METRES UNLESSOTHERWISE SPECIFIED· DO NOT MEASURE FROM THIS DRAWING· REPORT ANY DISCREPANCIES TO THEENGINEER OF RECORDREV.:DATE:(yyyy-mm-dd)01 2021-04-14BY: APPROVED:SIGN & SEALNM NMPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION7778
Report
eng
Unreviewed
Vancouver : University of British Columbia Library
Attribution-NonCommercial-NoDerivatives 4.0 International
Undergraduate
UBC Social Ecological Economic Development Studies (SEEDS) Student Report
University of British Columbia. CIVL 446
Land
Water
UBC Groundwater Emergency Water Supply Project
Text