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Stadium Neighborhood Underground Parkade and Water Storage Chiang, Grace; Fan, Shanyao; Ku, Jason; Lim, Chong Keng (Daniel); Wong, Ka Cheng (Kevin); Shen, Peggy; Zhou, Yan 2019-04-08

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UBC Social Ecological Economic Development Studies (SEEDS) Sustainability Program Student Research Report Stadium Neighborhood Underground Parkade and Water Storage Grace Chiang, Shanyao Fan, Jason Ku, Chong Keng (Daniel) Lim, Ka Cheng (Kevin) Wong, Peggy Shen, Yan Zhou University of British Columbia CIVL 446 Themes: Water, Climate, Land April 8, 2019 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/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 Sustainability Program representative about the current status of the subject matter of a project/report”. Detailed Design ReportUniversity of British ColumbiaStadium Road NeighbourhoodMunicipal Infrastructure ImprovementsUBC SEEDSApril 8, 2019CIVL 446 Team 19Chiang, GraceFan, ShanyaoKu, JasonLim, Chong Keng (Daniel)Wong, Ka Cheng (Kevin)Shen, PeggyZhou, Yan2Executive SummaryOur team has been acquired to design municipal infrastructure improvements for the future Stadium RoadNeighborhood (the Neighbourhood) in the University of British Columbia (UBC) Vancouver campus. This projecttargets to reduce stormwater runoff from new impervious area as a result of new development, to mitigatepotential overland flooding during major storm events, and to improve quality of stormwater discharge. Our team istaking a natural system approach for stormwater handling through detention facility, bioswales, rain gardens andother green infrastructures as outlined in the UBC Integrated Stormwater Management Plan (ISMP). Stormwatermanagement will be carried out through integration with an underground parkade and transportation improvementson West 16th Avenue. The scope of work is as follows:1. Create a stormwater management plan for both onsite and offsite;2. Design a mixed-use underground parkade with stormwater detention; and3. Include stormwater management into an upgraded road networkThe stormwater management plan for the Neighbourhood aims to achieve net zero in pre- and post-developmentstormwater run-off for a 1/100 year storm. This will be done through an underground detention facility that willprevent stormwater contamination and control flow levels. Rational method was used to calculate the stormwaterdetention volume and three detention design options were conceptualized.The preferred option was then developed and features a detention facility designed for small storms locatedadjacent to the underground parkade beneath the new Thunderbird Stadium and will overflow and accommodate a1/100 year storm event. The detention facility was designed using EPASWMM and is 470 m3 with a v-notch weiropening into the parkade. A flow control manhole is located immediately downstream of the detention facility todischarge water back into the storm system at pre-development 1/100 year release rate. An oil/grit separatorserves as an additional water treatment method. Onsite stormwater will be collected at the lowest point of the sitethrough gravity flow and conveyed to the detention facility upstream via a pump system. Additionally, a permanentwetland will be built on the southwest corner of the development site to serve as a transfer station for stormwaterwhile mimicking a natural habitat for nearby species and allowing sediments to settle and be treated before beingreleased offsite.The parkade access is via W 16th Ave. The layout of the parkade is one-way traffic flow with 120 angled parkingspaces including spaces for electric vehicle charging and car-share. The parkade is fully accessible with handicapstalls and an elevator. The building envelope of the parkade includes waterproofing and durability measures suchas waterproof membrane, capillary break aggregate drainage layer, and a traffic-grade membrane for corrosion.Improvements to the adjacent transportation network include a redesign of W 16th Ave with separated bike lanesand transit/HOV priority lanes to better support sustainable travel modes and accommodate future population anddensity growth. Bioswales and other green infrastructure are integrated into the design to improve streetscape andachieve further reduction in stormwater runoff.3Table of Contents1 Introduction 61.1 Project Objectives 61.2 Site Overview 61.3 Member Contributions 72 Design Issues/Criteria 82.1 Stormwater 82.1.1 UBC Integrated Stormwater Management Plan (ISMP) 82.1.2 Metro Vancouver Stormwater Source Control Design Guidelines 2012 82.1.3 Geotechnical Conditions 92.2 Underground Structures 92.3 Sustainable Infrastructure and Transportation 102.4 Thunderbird Stadium Usage/Attendance 103 Conceptual Design Alternatives 103.1 Integrated Underground Parkade and Stormwater Detention Options 103.1.1 Preferred Option – Option 3 123.2 Transportation Improvement Options 134 Detailed Design 134.1 Stormwater Design Methodology 134.1.1 Drainage Area 144.1.2 Runoff Coefficients 144.1.3 Time of Concentration 154.1.4 Rainfall Intensity 164.1.5 Calculations 164.1.6 Onsite Stormwater Management 164.1.7 Off-site Stormwater Management 174.2 Stormwater Detention Facility 174.2.1 Overview 174.2.2 EPASWMM - Hydrograph Method for sizing of Detention Tank 184.2.3 Design Elements 234.2.4 Risks and Safety 244.3 Constructed Wetland 244.4 Green Infrastructures/Low Impact Development Features 254.5 Underground Structures 264.5.1 Layout and Logistics 264.5.2 Structural 284.5.2.1 Loadings 284.5.2.2 Structural Capacity Design 284.5.3 Building Envelope 294.6 Transportation Network 294.6.1 W 16th Ave from SW Marine Dr to Wesbrook Mall 304.6.2 W 16th Ave from East Mall to SW Marine Drive 304.6.3 Stadium Parkade Access 324.6.4 W 16th Ave from Wesbrook Mall to East Mall 324.6.5 Intersection of W 16th Ave and SW Marine Drive 334.7 Construction Methodology 344.7.1 General Construction 344.7.2 Stormwater Management 354.7.3 Structural 364.7.4 Transportation 364.8 Sustainability Summary 365 Service Life and Maintenance 3845.1 Stormwater 385.2 Underground Structures 395.3 Roadway 396 Project Management 416.1 Schedule 416.2 Cost Management 426.2.1 Project Cost Plan and Cash Flow 426.2.2 Unit Cost Estimate 436.2.3 Detailed Cost Estimate 436.2.4 Other Costs 446.3 Stakeholder/Public Consultation 446.4 Risk Analysis 44Appendices                                                                                                       45Appendix A: ReferencesAppendix B: Stadium Road Neighbourhood Architectural Plan - Option 1BAppendix C: Site PhotosAppendix D: CalculationsD-1  IDF Curve - Vancouver International AirportD-2  Stormwater Detention Calculation (1/25 Year Storm)D-3  Stormwater Detention Calculation (1/100 Year Storm)D-4  Stormwater Catchment Plan CalculationD-5  Underground Parkade Load CalculationAppendix E: Detailed Design Drawing PackageAppendix F: Construction ScheduleAppendix G: Construction Cost EstimateAppendix H: Stakeholder RegisterAppendix I: Risk AssessmentAppendix J: Standards and Software PackagesAppendix K: Structural Models and RendersAppendix L:         Construction SpecificationList of FiguresFigure 1 - Proposed Neighbourhood Layout Option 1B (Source: UBC) ....................................................................................7Figure 2 - W 16th Ave Upgrade Options ...................................................................................................................................... 13Figure 3 - Stormwater Catchment Plan’s Drainage Areas ....................................................................................................... 14Figure 4 - Precedent Waterplan 2 Rotterdam Project [15] and Proposed Detention Tank ................................................ 18Figure 5 - 100-yr 24-hr Hydrograph.............................................................................................................................................. 21Figure 6 - 100-year 12-hr Hydrograph ......................................................................................................................................... 21Figure 7 - 100-year 6-hr Hydrograph ........................................................................................................................................... 22Figure 8- 100-year 2-hr Hydrograph ............................................................................................................................................ 22Figure 9 -Typical Bioretention Trench and Cross Section ....................................................................................................... 25Figure 10 - Current Section View of W 16th Avenue between SW Marine Dr and East Mall ............................................ 31Figure 11 - Proposed W 16th Ave Section View between SW Marine Dr and East Mall .................................................... 31Figure 12 - Stadium Parkade Access from W 16th Ave ........................................................................................................... 32Figure 13 - Current Section View of W 16th Ave between Wesbrook Mall and East Mall ................................................. 32Figure 14 - Proposed W 16th Ave Section View between Wesbrook Mall and East Mall .................................................. 33Figure 15 - Proposed Intersection of W 16th Ave and SW Marine Drive .............................................................................. 33Figure 16 - Construction Zones .................................................................................................................................................... 34Figure 17 - SW Marine Dr Construction Staging ....................................................................................................................... 355Figure 18 - Site Staging Plan ......................................................................................................................................................... 41Figure 19 - Roadworks Staging Plan ........................................................................................................................................... 42List of TablesTable 1 - Member Contributions .....................................................................................................................................................7Table 2 Transportation Plan/Policy and Key Guidelines ......................................................................................................... 10Table 3 - Conceptual Design Alternatives for the Parkade and Detention Facility ............................................................. 11Table 4 - Decision Matrix for Conceptual Design Alternatives ............................................................................................... 12Table 5 - Stormwater Management Solutions for Stadium Neighbourhood ....................................................................... 12Table 6 - Stormwater Runoff Analysis ........................................................................................................................................ 15Table 7 - Detention Tank Sizing Procedure ................................................................................................................................ 19Table 8 - Detention Pond Dimensions ......................................................................................................................................... 20Table 9 - Design Elements of the Integrated Underground Parkade and Stormwater Detention Facility ...................... 23Table 10 - Constructed Wetland Key Components and Functionality .................................................................................. 24Table 11 - Bioretention Trench Key Components and Functionality ..................................................................................... 26Table 12 - Remote Parking Capacity of Thunderbird Stadium on UBC Campus ................................................................ 27Table 13 - Expected Transit Frequency along W 16th Ave by Fall 2019 .............................................................................. 30Table 14 - Maintenance and Operation Schedule for Stormwater Components ................................................................ 38Table 15 - Risk Analysis Criteria ................................................................................................................................................... 4461 IntroductionStadium Road Neighbourhood (the Neighbourhood) is a future mixed-use neighbourhood located at University ofBritish Columbia (UBC) Vancouver campus, bounded by East Mall, W 16th Ave, Stadium Rd and the UBC BotanicalGarden. The Neighbourhood will involve relocation of the existing Thunderbird Stadium to accommodate newresidential and commercial developments. The project is currently headed by UBC Campus + Community Planningand is in its third phase of public consultation. Under the guiding principles adopted by the UBC Board of Governorsin December 2017, neighbourhood planning at UBC will build long-term value, create a green community, enhanceecology, and promote a high efficiency and low impact transportation network.1.1 Project ObjectivesUBC has developed strict water management guidelines for campus development due to strict geographicalconstraints. The existing stormwater system is traditionally designed with large diameter pipes. UBC’s IntegratedStormwater Management Plan (ISMP) proposes innovative opportunities that better manage stormwater [1]. Withthe future development of the Neighbourhood, UBC Social Ecological Economic Development Studies (UBC SEEDS)has contracted with our team to design a mixed solution of underground parkade and water storage/detentiontanks for the Neighbourhood in accordance with the ISMP. A secondary objective of this project is to redesign partsof the adjacent transportation network according to the UBC Transportation Plan, and to integrate stormwatermanagement solutions into the transportation network. The mixed-use solution aims to achieve net zero in bothpre- and post-development rainwater run-off for a 1/100 year storm.1.2 Site OverviewThe main design constraint is the proposed site layout, as it needs to be aligned with the evolving Neighbourhoodplan. Layout option 1B proposed by the Neighbourhood’s public consultation, shown in Figure 1, has been adoptedfor the designs in this report. A new Thunderbird Stadium will be constructed east of the existing one, and the site ofthe current stadium will be developed for mixed residential use. The underground parkade provided for commercialunits will be located under the stadium with access from W 16th Ave. The site topography includes a 4% slope fromnorth to south. Other site constraints include the surrounding existing developments, underground utilities andtransportation network. The design will accommodate these constraints and provide a single solution for all three7elements: stormwater management, parkade, and transportation network. The guiding design principles areefficient stormwater management and sustainability in accordance with the ISMP.Figure 1 - Proposed Neighbourhood Layout Option 1B (Source: UBC)1.3 Member ContributionsTable 1 - Member ContributionsMember Main Tasks Review TasksGrace Chiang Transportation Design- Policy review- AutoCAD drawingsProject Management- Stakeholder register- Risk analysis- Report formatting- Internal scheduling/processes- Design and Innovation Day deliverables- Stormwater integration- Parkade design- Building envelope design- Final consolidation and review ofthe reportShanyao Fan Stormwater Design- Catchment plan- Green infrastructure- Wetland construction- Transportation design drawingsJason Ku Project Management- Cost estimate- Construction methodology- Decision matrix- SustainabilityChong Keng(Daniel) LimStructural Design- Parkade & Detention Tank- Model & Analysis (SAP2000 & Revit)Project Management- Site Overview & Constraints- Structural drawings- Cost estimates- Transportation design8Ka Cheng (Kevin)WongTransportation Planning and Design- Policy review- Network safety and capacity analysis- Network design- Conceptual drawings- Parking supply management planning- Stormwater integration- Parkade design- Project managementPeggy Shen Stormwater Design- Conceptual design options- Sub-catchment plan- Stormwater drainage system- Detention tank in/outflow controlProject Management- Risk Analysis- Construction schedule- Project management- Final consolidation and review ofthe reportYan Zhou Drafting- Site layout- Wetland- Pipe layout- Parkade and detention tank- Construction details of greeninfrastructure Structural Design- Parkade- Structural Calculations- Transportation drafting2 Design Issues/Criteria2.1 Stormwater2.1.1 UBC Integrated Stormwater Management Plan (ISMP)The main design goals are outlined below:o Reduce the flow of water leaving UBC campuso Reduce impacts of stormwater that leaves campus through detention and other methodso Maintain or preferably enhance water quality at campus boundaries so that it meets or exceeds bestpractices for urbanized municipalitieso Incorporate the natural hydrologic cycle and natural systems approach into the long-term planning anddesign of the stormwater systemo Build detention facilities with capacities to manage the 1/100 year storm event adjacent to the dischargelocation at the South Campuso Include oil/grit separators to minimize particulate matter released into the environmento Implement low-impact development practices through landscaping, infiltration, and other techniques [1]2.1.2 Metro Vancouver Stormwater Source Control Design Guidelines 2012Detailed construction guidelines and calculation methods are taken from the Metro Vancouver Stormwater SourceControl Design Guidelines 2012 which outlines the overall design process for different stormwater source controls9[2]. The guideline is used for design methodology and procedures for natural elements such as infiltration swalesystems, pervious paving, and absorbent landscapes.2.1.3 Geotechnical ConditionsHeavy emphasis is placed on examining the current site condition (i.e. topography, sub-soil structure and condition)to determine a feasible. The site has a 4% slope from north to south which is a physical problem for capturingstormwater runoff via gravity flow into the detention tank which will be located underneath Thunderbird Stadium.The existing Stadium is situated on a basin-like terrain. According to the ISMP, the site sits on top of a perchedgroundwater aquifer and silty clay [1]. Excessive stormwater infiltration into the ground will increase its water tablelevel and can create erosion issues to the nearby cliffs.2.2 Underground StructuresThe design issues and limitations include uncertainty of loads and sub-grade conditions. The undergroundstructures are designed in accordance with UBC Technical Guidelines (UTG) 2018 Edition which provides structuralrequirements in Section 03 00 00 Concrete [3]. The structural aspects of the underground parkade is designed withthe aid of Reinforced Concrete Design - A Practical Approach [4]. British Columbia Building Code (BCBC) [5] was usedfor the underground structure design and the City of Vancouver Parking and Loading Design Supplement [6] wasused for the layout of the parkade. The parkade capacity and design checks are in accordance with the codes fromDesign of Concrete Structure - CSA A23.3 [7] and Parking Structures - CSA S413 [8] .Existing soil and groundwater conditions are based on the geotechnical investigation conducted by GeoPacificConsultants Ltd. [9] for an area near W 16th Ave and Wesbrook Mall. The Neighbourhood site condition is assumedto be similar which is stable and safe for construction. However, a follow-up detailed investigation of the actualperimeter of the proposed site should be carried out to verify these assumptions. Geotechnical analysis woulddetermine the geostatic and hydrostatic pressures which may induce lateral or uplift forces on the foundationsystem. Additionally, the excavation will require shoring due to the limited space of the location. The detailed designof shoring, exterior wall and foundation will be assessed and recommended by the experience geotechnicalengineers.The enclosure of the parkade follows the NIBS design criteria of sub-grade structures [10] below the water table andSection 07 10 00 Dampproofing and Waterproofing of UTG.102.3 Sustainable Infrastructure and TransportationTransportation infrastructure improvements are generally guided by these targets outlined in the following plans.Table 2 Transportation Plan/Policy and Key GuidelinesPlan/Policy Key GuidelinesMetro VancouverRegional GrowthStrategy [11]- Encourage land use and transportation infrastructure that improve the ability towithstand climate change impacts and natural hazard risks- Coordinate land use and transportation to encourage transit, multiple-occupancyvehicles, cycling, walkingTransLink RegionalTransportationStrategy [12]- Make early investments to complete the walkway and bikeway networks- Provide more traffic-protected bikeways to support cycling by people of all agesand abilities- Make significant and early investments to complete bikeway and walkway networks- Optimize roads and transit for efficiency, safety and reliability; reallocate road spaceUBC VancouverCampus Plan DesignGuidelines [13]- Walkways minimum 1.8m wide- Vehicular roads paved with asphalt- Minimum cross slope of 0.5% and maximum 2%UBC TransportationPlan [14]- Make the campus safer for walking- Restrain automobile use on campus2.4 Thunderbird Stadium Usage/AttendanceThunderbird Stadium hosts multiple UBC Recreational programs every year. Approximately four football gameswith attendance ranging from 1500 - 5000 people and ten soccer games with attendance ranging from 100 - 400people are hosted. The biggest event that happens annually is UBC Homecoming which brings an average of10,000 people into the stadium grandstands and open area. Attendance at the existing Thunderbird Stadium istherefore relatively seasonal. The new Thunderbird Stadium will increase in capacity, and small commercial units aswell as community facilities will be added in the surrounding area as per the Neighbourhood plan. An increase indaily trips to Thunderbird Stadium can be expected with the new amenities and residences.3 Conceptual Design Alternatives3.1 Integrated Underground Parkade and Stormwater Detention OptionsIn the conceptual design stage, three alternatives were evaluated. All three options were constrained by the samedesign criteria and had some identical features. Due to the site slope, natural gravity flow cannot convey11stormwater upstream to the detention and re-grading the entire site would not be feasible; therefore, a forcedpumping system must be implemented to direct water to the detention location. The parkade will be a single storeyunderground facility with a single access from W 16th Ave. The parkade is designed for optimal parking allocations,which also contains EV charging stations and designated car-share only spots to promote sustainabletransportation and reduce single-occupancy vehicle use. The underground parkade will provide 120 parking stalls,which is approximately 50% smaller in area than the existing parkade. Three design ideas for the integrated parkadeand detention are shown in Table 3. The main differences among the three options were the size of detention tankand layout of tank with respect to parkade.Table 3 - Conceptual Design Alternatives for the Parkade and Detention FacilityOPTION 1 OPTION 2 OPTION 3Size Detention: 1/100 year (560m3) Detention: 1/100 year (560m3) Detention: 1/25 year (460m3)Layout Parallel with Parkade Underneath Parkade Parallel with ParkadeNote Detention sits empty most of thetime Pump required for releaseOverflow in 1/100 year storm event;max. 3’’ flood- Option 1 is a large detention tank located underneath the new Stadium field and parallel to theparkade. The detention tank has the capacity to hold the volume of a 1/100 year storm, which isapproximately 560 m3.- Option 2 is a detention tank located underneath the parkade, but due to the deeper elevation of theoutlet, a separate pump is required for discharging water back to the storm system. A morecomplicated structural design and deeper excavation during construction will be required.- Option 3 aims to reduce the size of detention tank, such that it is more economically efficient toconstruct and maintain. The detention has the capacity to hold a 1/25 year storm, which has thevolume of approximately 460 m3 (about 18% smaller), and any excess stormwater during a 1/100year event would overflow into the parkade via a weir on the wall. The parkade will be sized so theflooding in the parkade is controlled to be lower than 3’’ (or 7.5 cm) in height and an emergency12response plan will be developed. A 100 m3 size reduction in the tank can have a cost saving ofapproximately $60,000 (100m3 x $600/m3).3.1.1 Preferred Option – Option 3Decision matrix analysis was used to select the best option amongst the three alternatives. Each option is given ascore on its design/construction cost, constructability, long-term maintenance required and health and safety,where 1 denotes the least favourable and 5 is the most favourable. The decision matrix is shown in Table 4.Table 4 - Decision Matrix for Conceptual Design AlternativesCriteria Weight Option 1 Option 2 Option 3Design Cost 1 5 3 3Construction Cost 4 3 1 5Constructability 3 5 1 3Space Utilization 2 1 1 5Maintenance 5 2 2 5Health & Safety 3 5 4 3Total Score: 59 34 76The analysis led to conclude that Option 3 is the preferred design and will be further detailed in this report. A list ofstormwater management solutions was also developed in the conceptual design stage and shown in Table 5.Table 5 - Stormwater Management Solutions for Stadium NeighbourhoodStormwater Management Solutions for Stadium NeighbourhoodConstructedWetland● Located at the lowest point of the site and serve as a stormwater transfer station;● Mimics natural habitat for nearby species;● An integral part of the recreational area for the development site;● Provides detention, storage, habitat, and treat stormwater runoff through natural processes prior todischarging it into the downstream drainage system;● A pump system within the wetland allows for circulation of water in the wetland; hence eliminatingstagnation of water which may cause potential environmental and health related issues.Rain Gardens,Infiltration Bulges,Bioswales● Placed on boulevards along W 16th Ave and East Mall;● Reduce runoff volume and improve water quality by infiltrating, capturing, and filtering stormwater;● Beautiful landscaping feature.Pervious Paving ● Implemented for the walkway throughout the Neighbourhood;● reduce runoff volume and improve water quality by infiltrating and treating stormwater while stillproviding a hard, drivable surface.Water QualityStructures● Oil/grit interceptors to be located upstream of the wetland and detention tank;● capture petroleum hydrocarbons, coarse grit and coarse sediment;● Install water quality monitoring equipment to collect data for further analysis.13Other Low ImpactDevelopmentFeatures● Such as tree well structures, absorbent landscapes, green roofs, rainwater harvesting, infiltrationtrenches;● Be examined further depends on site constraints.3.2 Transportation Improvement OptionsThe Neighbourhood already has transportation upgrades within its plan on East Mall and Stadium Rd.Transportation network improvements within our team’s scope will be to upgrade W 16th Ave between WesbrookMall and SW Marine Dr. The main objectives are traffic calming and to encourage multi-modal transportationthrough road space reallocation. During the conceptual design stage, several options were explored includingaddition of a transit / HOV lane in anticipation of the W 41st Avenue B-Line service which will begin in September2019. This can be implemented as a centred transitway (bus stops and transit lane in the centre of the road) or acurbside transit / HOV lane (bus stops and HOV lane at the side of the road). Figure 2 below illustrates schematicsof these options for W 16th Ave. Design options of bike and transit lanes were flexible at this stage, and anycombination of these options were feasible. It was determined that parkade access from W 16th Ave will requiresafety features such as signs and highly-visible paint to minimize conflicts between cyclists and vehicles. To furtherenhance streetscape, pedestrian and cyclist comfort, and stormwater management capability, bioswales, urbantrees and other green stormwater management will be implemented along available green space. The preferreddesign will be further detailed in this report.Figure 2 - W 16th Ave Upgrade Options4 Detailed Design4.1 Stormwater Design MethodologySince the project site is less than 20 Ha, Rational Method is used for the design of major storm drainage.Q = RAINwhere:Q = Flow in cubic metres per second (m3/s)14R = Runoff coefficientA = Drainage area in hectares (Ha)I = Rainfall intensity in mm/hrN = Conversion factor 0.002784.1.1 Drainage AreaThe tributary drainage areas for the storm drainage system is divided based on each pipe segment. The preliminarystorm network is designed based on proposed locations of future major walkways, constructed wetland and theintegrated underground parkade and stormwater detention facility. The project site is located within the W 16th Avecatchment boundary. Since no data was available for this broader catchment, analysis of the tributary areas isperformed for the Neighbourhood only. The sub-catchment area for the project site is approximately 8.85 Haexcluding the trees to be retained along W 16th Ave, which will not be disturbed by this project. The Stadium field willbe sloped at 2% from centre toward two longer sides and underlaid by a thin layer of impervious surface sostormwater will sheet flow to the sides and be collected. An illustration for the stormwater catchment plan’sdrainage areas is shown below.Figure 3 Stormwater Catchment Plan’s Drainage Areas4.1.2 Runoff CoefficientsConsidering existing site conditions and proposed mixed-use development for the Neighbourhood, a factoredmethod was used to determine the pre- and post-development runoff coefficients. Since the new Stadium will useartificial turf for the field, a very high runoff is expected and R=0.95 is used for estimation. The calculated 1/100year runoff coefficients are 0.30 for pre-development and 0.76 for post-development.15Table 6 - Stormwater Runoff Analysis4.1.3 Time of ConcentrationTime of Concentration (Tc) was used in determining the design rainfall intensity and is defined as the time requiredfor stormwater runoff to travel from the most remote point of the drainage basin to the point of interest. Tc is thecumulative sum of the following, both of which can be calculated as follows:Tc = Overland Flow Time (To) + Travel Time (Tt)a. Overland Flow Time (To):The Kinematic Wave equation is used to calculate overland flow time:௢ܶ = 6.92ܮ0.6݊0.6݅0.4ܵ0.3Where:To = Overland flow travel time in minutesL = Length of overland flow path in metersS = Slope of overland flow in m/mN = Manning Coefficienti = Design storm rainfall intensity in mm/hrb. Travel Time (Tt)Travel time will be calculated as the pipe length divided by the velocity obtained from the Manning’sEquation and assuming full pipe conditions. The minimum Tc is 15 minutes.164.1.4 Rainfall IntensityThe rainfall intensity duration frequency (IDF) curve from Vancouver International Airport (attached in Appendix D)was used to calculate the rainfall intensity for the Project. The 1/100 year IDF curve equation is:ܫ = ܽܶ௕Where a = 26.100 and b = -0.558.4.1.5 CalculationsA sample calculation for 1/100 year storm pre-development flow rate is shown:ܫ100ି௬௥ = ܽܶ௕ = 26.100 × 15ି0.558 = 56.6݉݉ℎݎܳ100ି௬௥ = ܴܣܫܰ = 0.30 × 8.85ܪܽ × 56.6݉݉ℎݎ × 0.00278 = 0.418݉3ݏSetting the 1/100 year pre-development flow rate (0.418 m3/s) as the maximum allowable release rate for post-development condition to achieve net-zero in stormwater runoff, the minimum storage volume is 580 m3 with peakinflow of 0.901 m3/s for a duration of 20 minutes.A sample calculation for pipe capacity from MH1 to MH2 is shown:௖ܸ௔௣ = ൬ ݀4000൰23 × ට ܵ1002 ݊ = ൬400݉݉4000 ൰23 × ට0.5%10020.0013 = 1.17݉ݏܳ௖௔௣ = ߨ݀24000000 × ௖ܸ௔௣ = ߨ40024000000 × 1.17݉ݏ = 0.147݉3ݏܳ௣௘௔௞ = ܴܣܫܰ = 0.72 × 1.30ܪܽ × 54.2݉݉ℎݎ × 0.00278 = 0.141݉3ݏSince Qcap is greater than Qpeak, this pipe segment has enough capacity to convey 1/100 year storm from itscatchment area. Detailed calculations are found in Appendix D4.1.6 Onsite Stormwater ManagementThe stormwater drainage design for the project site generally follows the proposed walkway from architectural planOption 1B, which runs through the site and across East Mall to connect to the main recreation facilities. Theproposed storm main provides service connections to future developments, collect surface runoff from the entiresite and convey all stormwater to the detention facility located underneath the Stadium. The proposed onsitestormwater plan can be found in Appendix E. The constructed wetland and integrated detention facility will bediscussed further in this report.174.1.7 Off-site Stormwater ManagementThe off-site stormwater management design takes a natural system approach to detain on-site stormwater andincorporates various natural elements such as bio-retention trenches, pervious paving, constructed wetland andother low-impact development features to allow for a post-development environment that mimics that of the pre-development. This approach also allows for circulation of water within the development site, minimizing thepotential risk of erosion and flooding of the nearby cliff. Similar approaches have been found near the current siteas shown by the site pictures shown in Appendix C.4.2 Stormwater Detention Facility4.2.1 OverviewThe design of the detention tank facility incorporates numerous design features found in precedent successfulexample from the Waterplan 2 Rotterdam project located in the Netherlands. To minimize the risk any waterleakage, the main structure of the detention tank will be constructed out of a cast-in-place box chamber with insidedimensions of 17m x 10m x 3m (Length x Width x Height), and a detention volume of approximately 470 m3.Additionally, an overflow v-shape weir is installed on the wall separating the detention tank and the undergroundparkade to discharge any excess stormwater beyond the 1/25 year storm event into the underground parkade. Thewater height in the parkade will be approximately 65 mm during a 1/100 year storm event. This is calculated by thetaking the difference in the detention volume between a 1/25 and 1/100 year events (110m3) and dividing by thesurface area of the parkade (1700 m2). Detailed design of the detention tank can be found in Appendix E.18Figure 4 - Precedent Waterplan 2 Rotterdam Project [15] and Proposed Detention Tank4.2.2 EPASWMM - Hydrograph Method for sizing of Detention TankIt is assumed that with the source controls installed, the 2-year storm will be adequately mitigated. The detentionpond will only be sized for rate control of the 1/100 year storm. The detention facility was designed withEPASWMM, a hydrologic computer program. Post-development hydrographs are determined at the inlet ofdetention tank for the 1/100 year design storms (2, 6, 12, and 24-hour durations). This process helps identify themost critical event to be used in sizing the detention pond.With the post-development inflow hydrographs known at the detention tank, an initial surface area was assumed tocalculate the initial depth of water assuming the pond is completely dry in the beginning. From there, the totalrequired accumulated storage volume can be determined by taking the difference between the inflow and outflowrates plus the previous storage volume in the last time step. This process continues for every time step in the entireduration. Finally, the required storage volume of the detention tank is determined by taking the highest accumulatedstorage volume out of all the time steps. For optimization of the system and to reduce the cost of construction,numerous iterations were made by adjusting the two key design parameters: pond surface areas and outflow orificesize while at the same time, ensuring that the pond does not exceed a maximum depth of 1.5 m, side slope of 2:1,and an outflow release rate equal to that of the 1/100 year pre-development release rate. Detailed procedures forsizing of the detention tank is broken down in Table 7. Sizing of the detention tank was completed for each of thedesign storm durations to ensure all possible design scenarios have been reviewed and accounted for.19Table 7 - Detention Tank Sizing ProcedureDesign Step(s) Description1.  Calculate the maximumpost development releaserate – equivalent toallowable orifice dischargerateAs per project requirement, allowable post development release rate is 7 L/s/haQrelease = Qallowable * Total Catchment AreaQrelease = 7 L/s/ha * 10.56 ha= 0.074 cms2. Calculate inflow volumeto detention pondQin = outflow hydrograph from EPASWMM * time stepWhere: Time step = 0.05 hour = 300 seconds3. Determine the maximumpond volume requiredAssume an initial surface area of the pond.a. Calculate the accumulated storage volume in the detention pond.Accumulated volume = [Inflow Volume (@ each time step) – Outflow Volume(@ previous time step)] + Accumulated Volume (from previous step)*Note that the outflow volume (@ previous time step) will be zero until stormwaterrunoff starts to enter the pondb. Calculate the water depth within pond by taking the accumulated volumedivided by the surface area. Determine the net head (h) on the outfloworifice from the calculated water depthh = Water Depth – (Diameter of Orifice/2)If water depth is below half of the diameter of the orifice, partial pipe flow equationwill be used to calculate the outflow ratec. Calculate the outflow rate for each time step by using the orifice equationas outlined in the City of Surrey Design Criteria Manual [16]:Outflow Rate = Coefficient of Discharge × Orifice Area × (2 × GravitationalConstant × Net Head on the Orifice Plate)0.5Determine the outflow volume for each time step by multiplying the outflowrate by the time step duration (i.e. 300 seconds). Continue to determine thenew surface area and accumulated volume for the next time step using theprocedures described above.Each of the design steps above is repeated for the entire durations of the stormevent and the required storage volume is the maximum value in the accumulatedvolume column.4. Determine thedimensions of the detentionpondBased on the required storage volume calculated, a maximum side slope of 2:1,and the shape of the pond is assumed to be a truncated rectangular pyramid:B (bottom of pond width) = specified by designer initiallyA (top of pond width) = specified based on the maximum A calculated instep 320H (height of pond) = 1.5 m (maximum allowable depth)5. Check if overtopping ofpond occurs all designstorm durations and theorifice outflow rate is withinthe allowable post-development discharge rateAllowable orifice outflow rate < 0.074 cmsMaximum pond water depth < 1.5 mܳ = ܥܣ(2݃ℎ)଴.ହWhere Orifice outflow rate:C (discharge coefficient) = 0.62A = area of orifice (m2)D = Diameter of orifice is specified by designer (min. 100mm)H = net head on the orificeg = 9.81 m/s^26. Adjust the designparameters to changevolume of pond until theconditions in step 5 aresatisfiedThe two design parameters that can be adjusted and optimize the size of thedetention pond are highlighted in red in steps 4 and 5:1.       B – bottom of pond width (dictates the initial pond surface area)2.       D – diameter of orifice (dictates the outflow discharge rate)Volume of pond = =13(ܽ2 + ܾܽ + ܾ2)ℎThe detention pond and outflow orifice were sized to meet the maximum post-development release rate of 7L/s/ha, and maximum pond depth of 1.5 m. The proposed pond dimensions are listed below in Table 8.Table 8 - Detention Pond DimensionsDesign Parameters (Inputs):Detention Pond(Rectangular Truncated Pyramid)B (m) 34Bottom Area (m^2) 1156Side Slope (#:1) 2A (m) 40H (m) 1.5Top Area (m^2) 1600Total Volume (m^3) 2058Outflow Orifice D (m) 0.16521Area of Orifice (m^2) 0.0213Cd - Discharge Coefficient 0.62g 9.81Using the above proposed dimensions of the pond, the corresponding inflow and outflow hydrographs as well asthe accumulated volume and maximum water depth level for each design storm durations (i.e. 1-hour, 2-hour, 6-hour, 12-hour & 24-hour) were developed as shown below in Figures 5 to 8.Figure 5 - 100-yr 24-hr HydrographFigure 6 - 100-year 12-hr Hydrograph22Figure 7 - 100-year 6-hr HydrographFigure 8- 100-year 2-hr Hydrograph234.2.3   Design ElementsThe following three design elements are part of the integrated underground parkade and storm detention facility.Table 9 -Design Elements of the Integrated Underground Parkade and Stormwater Detention FacilityElements Description Sample IllustrationWeir ● Controlled release rate of stormwater beyond the 1/25 yearevent;● 0.3m freeboard of safety factor;● Excess stormwater will overflowinto the parkade through theweir opening.Flow ControlManhole● Outlet control of the detentionfacility;● Located immediatelydownstream of detention;● Orifice designed to slowlydischarge water back to thestorm system at pre-development 1/100 year releaserate;● Can be modified to includestormwater monitoringequipmentsSource: City of Surrey [17]StormwaterTreatmentManhole(Oil/GritInterceptor)● Serves as an additionalstormwater treatment facilityafter the wetland;● Products like Stormceptor EF iscost and space usage efficient incomparison to traditional oil/gritinterceptor;● Requires maintenance oncesediments chamber is filled up.Source: Imbrium Systems [18]244.2.4 Risks and SafetyOne major concern over this selected design of stormwater detention facility is that allowing excess stormwater tooverflow into the parkade may pose property damage risk to parked vehicles and/or safety risk to parkade users.During the 1/100 year storm event, the maximum flooding level is within a controlled limit of 65 mm, which shouldpresent a low safety risk. However, for a major storm event that is greater than 1/100 year occurs, the flooding levelin the parkade would be uncontrollable and an Emergency Response Plan must be developed. The emergency planshould have sensor placed to detect water level inside the parkade and ensure the parkade is fully evacuated duringa major storm event. Additionally, the detention facility’s outlet flow control manhole also has emergency overflowriser to temporarily allow stormwater to discharge at 1/100 year storm release rate.4.3 Constructed WetlandAs part of the on-site stormwater management plan, a constructed wetland will be built on the southwest corner ofthe development site to act a “transfer station” for majority of the on-site captured stormwater which will beconveyed into the wetland via gravity flow. During a 1/100 year storm event, any excess stormwater that cannot bedetained by the wetland will be diverted into the detention facility located beside the stadium underground parkadethrough a pump station installed near the outlet flow control structure. The following key components will beconstructed as part of the wetland structure to maximize its stormwater contaminants treatment effectiveness,storage capacity as well as the aesthetics aspect which will mimic a natural environment for nearby habitat:Table 10 - Constructed Wetland Key Components and FunctionalityConstructed WetlandRock Armoured Surfacewith Cobbles● Geotex non-woven filter fabric underlay to prevent any scouring effect from occurring dueto high velocity stormwater discharging at the inlet location.Meandering Stream ● Meandering stream inside the wetland to allow for sediments contained in stormwater tosettle and be treated before being conveyed to the detention tanks.4m Wide MaintenanceAccess Road● A 4m wide maintenance access road will be provided along the perimeter of the wetlandto allow for  access to the inlet and outlet flow control structures.Outlet Flow ControlStructure● An outlet flow control structure will be constructed to allow water to discharge aspecified release rate during a 1/25 or 1/100 year storm event.Overflow Concrete Spillwayand Pump Station● In addition to a minimum freeboard water level, an emergency overflow concrete spillwayconnecting to the pump station is constructed to prevent stormwater from overtoppingthe wetland during a severe storm event.● An additional secondary pump unit is installed in case the primary pump unit was to failto function25Rock Lined Channel ● A rock lined channel with geotextile fabric underlay and infilled with sand and gravel willbe installed along the east end of the wetland, capturing majority of the overland flowfrom the park area and diverting them into the wetland.Edge of Wetland Treatment ● Edge of wetland will receive a vegetated rock-stabilized slope to prevent any slope failurefrom occurring due to interflow from groundwater table as well as overland flow from thepark area.● The slope will be consisted of large split rocks which are well rounded and possess a flatsurface which will allow for placement in consecutive lifts up to the end of slope underthe direction of the Geotechnical Engineer. A layer of planting medium will be placed inbetween any void spaces to facilitate the growth of native plants, as well as serving as asoil stabilizer.Detailed drawings are found in Appendix E.4.4 Green Infrastructures/Low Impact Development FeaturesAs part of the off-site stormwater management plan and transportation improvements W 16th Ave, greeninfrastructures such as bioretention trench and pervious paving will be installed along west side of the roadreplacing the original shoulder lane. The general structure and composition materials of the constructed wetlandand bioretention trench will accommodate design constraints mentioned in Section 2 and minimize groundwaterinfiltration while maximizing its storage capacity. The intent of low impact development is to provide an alternativeto the traditional approach of capturing stormwater and immediately directing it to the storm sewer system.Avoiding this practice by using low impact techniques reduces the load on the natural creek system, dramaticallyminimizes the potential risk of erosion of nearby cliffs and creates a development that provides hydrology thatmimics the pre-development condition. Utilizing these techniques is beneficial to the aquatic habitat and reducessystem operating costs.Figure 9 -Typical Bioretention Trench and Cross Section26Table 11 illustrates the functionality of various components that make up a bioretention trench. Detailed drawingsare found in Appendix E.Table 11 - Bioretention Trench Key Components and FunctionalityBioretention TrenchTop Layer ● A top layer of approximately 250 mm thick of well rounded cobbles will be placed alongthe surface of the swale, acting as an energy dissipation source during an event ofmassive rain storm, where high velocity stormwater is expected to discharge via theconcrete curb cut along the side of the road and into the bioretention trench.Secondary Layerunderneath Top Layer● A secondary layer of clear crushed gravel provides a zone of high permeability andrainwater storage capacity, where stormwater is allowed to drain rapidly through and intothe “core” of the bioretention trench structure which is consisted of 700 mm of sand andorganic mix. This layer mainly functions as an sediment capture and contaminanttreatment zone, providing sufficient settling time and storage capacity to separatesuspended solids and hydrocarbons typically found in urban stormwater runoff.Steel Side Inlet Frame ● Steel side inlet frame will be installed at every concrete curb cut location, providing anaccess point for stormwater runoff from W 16th Ave to enter into the bioretention trench.A minor depression of 25mm will be introduced at the curb line to prevent any sedimentaccumulation from blocking the inflow stormwater.Standard Size Catch Basin ● A standard size catch basin will be installed at downstream of the bioretention trench toallow for any excess stormwater runoff that can not be detained by the retention trenchto enter straight into the main storm sewer system.Lawn Basin ● A 600 mm diameter lawn basin is constructed at the end of each bioretention trench tocapture any excess stormwater runoff that can not infiltrate fast enough into the ground;it also serves as an emergency spillway during a major storm event where the storagecapacity of the subsoil has been exceeded, and the water is directed straight to the mainstorm sewer system via a service connection.4.5 Underground Structures4.5.1 Layout and LogisticsThe underground parkade is located beneath the Stadium seating area in the southeast region of the site for easyaccess to the planned commercial units. Placing the structure underneath the stadium will eliminate the need toremove any trees on site and reduce the amount of impervious surfaces at-grade. Two sets of elevators andstairways in the east corners will provide access for pedestrians from the stadium and commercial units to theparkade. The parkade is constricted to a single entrance from W 16th Ave to reduce traffic on East Mall in order toprovide safe pedestrian walkways between the Stadium and other sport facilities. There is a 30 m long ramp with10% slope going down 3 m to the parkade. The dimensions of the parkade is 82.3 m x 41 m x 3 m to accommodate27all mechanical and electrical systems for the stadium. A Revit 3D model was created to showcase the undergroundtank and detention tank can be found in Appendix K.The layout of the parkade features a one-way single lane flow (counter-clockwise direction) to 60-degree angledparking slots. Since the parkade is small, the single traffic flow improves the safety and logistics inside the parkadeand reduces vehicular conflicts. Diagonal parking spaces increase space efficiency and ease of access; 60-degreeangled parking slots are the most efficient use of space when it is designed with a suitable parking slot dimensionconfiguration [19]. Allocation of the 120 parking spaces are as follows: 20% EV, 10% accessibility, 10% car share,10% commercial reserve, and 50% public use, as well as additional stalls for motorbikes. The dedicated parkingstalls for accessibility are provided beside the elevators on the east of parkade for convenience. The stormwaterdetention tank is placed adjacent to the parkade for the controlled-overflood design system to operate.Capacity of the parking lot of 120 slots is determined through a primitive empirical estimation of existing parkingspace in the surrounding area. This parking lot is intended for users of the commercial units in the Neighbourhoodwith some excess for the Stadium; however, it is not intended to satisfy parking demand of large Stadium event.Remote parking, where Stadium visitors who drive will be directed to park at another UBC parkade and then walk ortake transit to arrive at the stadium, will be expected. Since Stadium events tend to take place outside of peakperiods of student and staff parking, it would be more economical and sustainable to utilize the available capacityat other UBC parkades instead of expanding parking capacity at the new Stadium. An analysis of nearby parkadefacilities near Stadium or transit are shown in Table 12.Table 12 - Remote Parking Capacity of Thunderbird Stadium on UBC CampusParkade Name Parkade Capacity Access to StadiumThunderbird Parkade (existing) 1000 Access via walking or transit on the41st Avenue B-Line or bus #70,#480Health Science Parkade (existing) 1000Access via transit on the 41stAvenue B-Line or bus #70, #480North Parkade (existing) 1600MacInnes Field Parkade (underconstruction)216Total Parking Capacity 381628Assuming that Stadium events operate when these parkades have an average occupancy rate of 80%, the threeparkades above will contribute a total of 3050 parking spaces. Using parking generation rates extracted from theITE Trip and Parking Generation Manual (0.36 per seat for an urban movie theater, closest category to the UBCstadium) [20], and applying a 50% reduction due to the high walk/bike/transit usage on campus, parking demand fora popular Stadium event is 2160 for a 12,000-seat stadium where every seat is filled. This demand can be met withapplication of the remote parking strategy.4.5.2 StructuralThree key structural components are considered for detailed concrete design of the underground parkade:continuous beam, circular column, and one-way slab. Autodesk REVIT renders, SAP2000 analysis and detailedstructural calculations of the underground parkade have been provided Appendix K. Detailed geotechnical andseismic designs shall be performed separately by other entities for this project.4.5.2.1 LoadingsSince the structure is underground and protected from wind load, only gravitational dead, live and snow loads areconsidered for the design purposes. The underground parkade is assumed to be built under the stadium field andthe dead loads for beams and slabs are assumed to be the self-weight, weight of soil cover and miscellaneouscomponents while the columns will follow the loading as specified in the Geotechnical Report. The live loadsconsist of the pedestrian loads above the underground structure and the occupancy use of the stadium. Furtheranalysis may be performed with seismic loads which requires ground motions data for time-history and responsespectrum analysis. The factored loadings are determined using the load factors and combinations as per Table4.1.3.2A of NBCC 2010. Additionally, CSA A23.3 Cl. 9.2.3.1 arrangement of loads provides additional detailsregarding load combinations for these specific components. The factored shear and moments for continuousbeam and one-way slab may be determined using Table 9.1 from CSA A23.3 9.3.3, however, a more conservativeapproach has been used for moment force of both beam and slab design which is ݓ௙ × ݈݊2/8 instead.4.5.2.2 Structural Capacity DesignAlthough the bearing wall will be designed by geotechnical engineers, it is assumed to be 300 m in this designprocess which satisfy the minimum thickness of 150 mm as recommended in CSA A23.3 Cl. 14.1.7.1. Due to therectangular footprint of the underground parkade, a one-way slab design was considered as it can provide the wide29space for single lane flow design. The one-way concrete slab was designed in a unit length basis (1000 mm) inaccordance with CSA A23.3 Cl. 7.8 and 10.1. The concrete beam was designed as T-beams based on effectiveflange width as per CSA A23.3 Cl10.3.3. The beam and one-way slab was considered as one unified structuralsystem as many CSA codes are applied to both elements.  The thickness of beams and one-way slabs for bothends continuous condition was determined through the minimum thickness stated in Table 9.2 of CSA A23.3Cl9.8.2.1. The structural columns follow the design specifications of CSA A23.3 Cl.10.9 to Cl.10.19; specifically, theequations in Cl 10.18.1 were used to determine the spiral reinforcement of the concrete columns. The beams andone-way slabs were analyzed for flexure and shear forces while columns are inspected for axial force. Allcomponents were found to be adequate in capacity for the selected dimensions of the structural elements with thereinforcement designs. SAP2000 was used to create a model of the parkade and perform structural analysis toverify the induced load and capacity. Both SAP2000 analysis and excel spreadsheet used for detailed handcalculation have undergone several iterations to improve accuracy and optimize the design.4.5.3 Building EnvelopeThe building envelope has waterproofing membranes, protection from shocks and corrosion during constructionand in-service life, and resistance to earth load thrust forces. The enclosure has aggregate drainage layers and fluid-applied waterproof membrane to control water seepage. Protection boards are used to shield the waterproofingmembranes from construction damage. Floor slabs have a capillary break layer composed of granular material tohelp with drainage. PVC waterstops are used in the connection between floor and wall slabs to prevent waterseepage in between assemblies. The parkade floor is also protected by a traffic-grade membrane to protect it fromde-icing salts and other corrosive materials brought in by traffic.4.6 Transportation NetworkIt is expected that relocation of the Stadium and development of Neighbourhood will lead to changes in trafficpattern as well as possible increases in traffic volume of various modes. The proposed local road network redesignof W 16th Ave will promote sustainable transit modes and introduce new or enhanced safety features for all roadusers, as well as provide convenient connections to Stadium and the surrounding commercial areas.304.6.1 W 16th Ave from SW Marine Dr to Wesbrook MallThis section is currently 850 m long and consists of four lanes with two in each direction. This section of W 16th Avewill undergo “road dieting”, or the process of shrinking width of vehicle lanes. In addition, this road section will beretrofitted with bidirectional dedicated transit / HOV lanes as well as separated and buffered bike lanes. A new B-Line will be launched in fall 2019 between Joyce Collingwood Station and UBC via 41st Ave and this stretch of W 16thAve [21] which will increase transit traffic and ridership along this corridor. The anticipated transit frequency alongthis section of W 16th Ave by fall 2019 is tabulated below:Table 13 - Expected Transit Frequency along W 16th Ave by Fall 2019Number of transit bus per hour per directionA.M. Peak 20 (B-Line) + 6 (480) = 26Midday 10 (B-Line)P.M. Peak 20 (B-Line) + 6 (480) = 26Weekday Evenings and Weekends 7.5 (B-Line)This section of W 16th Ave (and eastwards up to Blanca Street) is owned by the provincial government andmanaged by the contractor Mainroad. As a result, any planning and roadwork require close collaboration betweenUBC, the Ministry of Transportation and Infrastructure as well as Mainroad. While this may add complexity toproject planning and scheduling, this also presents new opportunities for additional project funding.4.6.2 W 16th Ave from East Mall to SW Marine DriveThis 450-metre section of W 16th Ave forms the southern boundary of the Neighbourhood. The curb-to-curb width ofthis section is 32 m. It consists of two 3.8 m general traffic lanes per direction, one 3 m cycling lane per directionand a 10.5 m median which varies throughout the section While there is no sidewalk at each side of the road,mixed-used paths are part of park infrastructure along both sides of the road. These paths are higher in elevationand separated from road section by green drainage strips.31Figure 10 - Current Section View of W 16th Avenue between SW Marine Dr and East MallThere are also two bus stops (one per direction) located approximately 200 m east of the intersection of W 16th Aveand SW Marine Drive. These stops are currently only used by TransLink’s route #49 (Metrotown / UBC) and areinaccessible by wheelchair users. TransLink has proposed to reroute the #49 service onto Wesbrook Mall betweenW 16th Ave and SW Marine Drive after the introduction of a 41st Avenue B-Line. It is assumed that this set of busstops will be eliminated in the design process. Designed in the last century with the potential of a ferry terminal atthe western end of W 16th Ave in mind, the general traffic lanes on this section of the road are excessively wide withplenty of redundant capacity. This has contributed to some safety issues, most prominently speeding as well as thesafety of cyclists and transit riders. In addition, high vehicular speed also deters cyclists from using the bike laneson this section of the road.Figure 11 - Proposed W 16th Ave Section View between SW Marine Dr and East MallThe proposed design is illustrated in Figure 11. All traffic lanes will be reduced to 3.4m, and the outermost lanes willbecome a designated transit or HOV lane. The cycling lane will be buffered by a 1 m green boulevard 1 m. The curb-to-curb distance as well as the width of the central median along this section of the road will remain unchanged.Since this stretch of the road has very few destinations that will induce pedestrian activity, it is expected that thecurrent mix-used trail-path on either side of the road will be sufficient for pedestrian access.324.6.3 Stadium Parkade AccessA bi-directional access road to the Stadium Parkade will be on the north side of W 16th Ave, approximately 75 msouthwest of the intersection of W 16th Ave and East Mall. This design prevents increasing traffic volume onsecondary roadways such as East Mall while providing most drivers with access to the parkade without the need ofmaking a U-turn or circuitous detours via residential streets. Eastbound vehicles along W 16th Ave can access theparkade by turning around at the roundabout at East Mall.Figure 12 - Stadium Parkade Access from W 16th Ave4.6.4  W 16th Ave from Wesbrook Mall to East MallThe current road configuration is illustrated in Figure 13. The curb-to-curb distance along this road section is 23 mwith a 3.8 m centred median. Similar to the road section west of East Mall, this section of the road also has widetraffic lanes and inadequate or unsafe walking, cycling and transit infrastructure.Figure 13 - Current Section View of W 16th Ave between Wesbrook Mall and East MallThe proposed redesign of this section of the road is shown in Figure 14. Similar to the concept used in redesigningthe section west of East Mall, this section of the road will also feature narrower traffic lanes and widened cyclinglanes. Cycling lanes will be separated from vehicle traffic by a 3 m strip, which will be the location of bus stops, or agreen strip where there is not a bus stop. The farside lanes will become a transit / HOV lanes.33Figure 14 - Proposed W 16th Ave Section View between Wesbrook Mall and East Mall4.6.5 Intersection of W 16th Ave and SW Marine DriveThis intersection requires a reconfiguration since the westbound approach of W 16th Ave needs to be widened toaccommodate an additional right-turn lane and a dedicated cycling lane. The channelized right-turn from W 16th Aveonto SW Marine Dr will be closed to vehicles avoid conflicts between vehicles and cyclists or transit vehicles. Thesouthbound approach of SW Marine Dr will also be moved back to make space for the expanded intersection. Thetraffic light at this intersection will also need to be adjusted to feature two different phases for the westboundapproach from W 16th Ave: a transit and cycling phase for left turns onto SW Marine Dr, as well as a general trafficphase for left or right turns onto SW Marine Dr.Figure 15 - Proposed Intersection of W 16th Ave and SW Marine Drive344.7 Construction Methodology4.7.1 General ConstructionGiven the large area of the Neighbourhood, three zones are identified based on the scopes of work: the south areaincluding the wetland and the park, the west area comprising of residential buildings, community buildings, andboardwalk, and the east area composing of the stadium and parkade. Except for the stormwater drainage network,these zones behave relatively independently.Figure 16 - Construction ZonesExcavated fill and materials typically can be reused; however, the Geotechnical Report has noted that UBC isperched on two aquifers and on two to three meters of low permeability clay. In the preparation of an estimate forthis preliminary design, only the layer of topsoil and part of the subsoil will be reused. New earth fill is expected tobe sourced in Metro Vancouver easily given the wide range of suppliers in the region. From observing UBC’s currentprojects, Our team noted series of dump trucks are stationed on standby in pull-outs along SW Marine Dr. Thetrucks await their cue and can arrive at the site within five minutes. These pullouts play a vital role in constructionmanagement and logistics reducing construction traffic congestion on campus.35Figure 17 - SW Marine Dr Construction StagingThe start of construction would be to install Erosion and Sediment Controls (ESC) measures, like silt fence andtruck wheel wash station, for the clearing and grubbing of the South and East Zones. A temporary sediment pondwill be constructed at the lowest point of the site (South end) to collect and treat sediment laden water from theconstruction site; later, the pond will be converted to the permanent wetland to save excavation cost. Combiningwith temporary swales and berm, rock access pad, hydroseeding exposed surface and silt sac on catch basin, theESC plan will keep the site drier to improve productivity and ensure no suspended solids are entering into the stormsystem and the surrounding water body. Furthermore, because the primary scope of work of the south area islandscaping scheduled towards the end of the project, this would be an ideal location to set up construction offices,crew accommodations, and equipment storage. The west area will be the next area for tree removal because of theextensive buildings to be constructed there.During excavation for drainage pipe and parkade, any trench deeper than 4’ needs to be shored if sloped sides of3H:4V are not feasible according to WorkSafeBC standards. Since sloped sides cannot be achieved where theparkade is directly adjacent to the road, sheet piles will be used. Sheet piles need to be anchored laterally and willnot be removed even after construction. Cost of excavation and refill depends on trucking times, dumping locationsand quality of existing soil (if can be reused). West Zone will be cleared and grubbed but covered with straw mulchand hydroseed to prevent erosion of the soil, until developments of residential buildings take place.4.7.2 Stormwater ManagementTrenches will be excavated throughout the site and pipes will be welded and dropped into place by crane. Towardsthe end of construction, the temporary ESC sediment pond will be reverted to a permanent wetland by layinggeotextile fabric and engineered fill at the bottom to secure the foundation. Inlet and outlet headwall structure will36have riprap for protection from scouring. The pump station includes a pump placed in a box manhole and a sumpto collect sediments before forcing the stormwater to the detention tank.4.7.3 StructuralThe main structural element of this project is the parkade and stormwater detention facility. These twounderground structures are to be built from cast-in-place concrete. A large open pit will be excavated, and the pitwalls secured with shoring. The current cost estimate assumed that the walls will be sheet-piled; however, providedthere is enough space, many sections of excavation show potential for significant savings by using open slopedexcavations instead. Given that stadium seating and retail stores are anticipated to be built above the parkade, pilesand other foundation stabilizing procedures may be employed; to be designed by geotechnical consultants. Typicalcast-in-place concrete and temporary formwork will be installed for the floor before concrete is poured from eitheran on-site crane or boom truck. The walls and ceiling for both the parkade and detention pond will follow the sameprocess after.4.7.4 TransportationConstruction staging on W 16th Ave aims to minimize impacts on existing traffic flow including accommodatingcyclists, buses and passenger cars.  Between East Mall and Wesbrook Mall, 16th Avenue will be reduced to singleouter lanes in each direction while the median and inner lanes are redeveloped.  Once the buffer and inner lanes arecomplete, traffic will be directed onto these lanes while the outer lanes are redeveloped to include bus stop sheltersand bike lanes.  16th Avenue between Southwest Marine Drive and East Mall will follow a similar procedure.  Boththe lanes and the median will be narrowed slightly to provide space for the bike lane, bus lane, through lane, andright turn lane into the new stadium.  The two lanes towards UBC and opposite the new stadium should beredeveloped first because it has the least anticipated impact on construction activities on site.  Following this, themedian narrowing and inner lane leaving UBC will be reconstructed.  The lane directly adjacent to the new stadiumshould be rebuilt last because heavy construction traffic would likely damage the road and induce rutting.4.8 Sustainability SummarySustainability of each design aspect outlined in this section is given below:Stormwater:37- Oil/grit separators remove sediment and metals from stormwater runoff to prevent contamination resultingquality stormwater being discharged into the ocean- Cost efficiency benefited from smaller sized detention tank (higher utilization for the space)- Integration of wetland, bioswales and rain gardens, provides natural habitat for local species andcontributes to a livable neighbourhood with less carbon emission- Bioswales allow for the capture and removal of carbons, sediments and other large debris usually found inurban stormwater runoff, hence reducing the total suspended solid percentage being discharged offsite viathe main storm sewer system- Constructed wetland combines the functionality of a storm water treatment facility as well as integratingwith the recreational park area, making it both aesthetically pleasing and practical at the same time- Supports UBC ISMP’s plan to re-establish stormwater monitoring with electronic monitoring equipment- Encourage stormwater to infiltrate back into the ground and help maintain ground water storage level- Overall reduces stormwater runoff and alleviated the burden for W 16th Ave Stormwater OutfallParkade:- Encourages sustainable travel by limiting parking spaces and providing car-share spaces- Reduces potential overprovision of parking spaces in expectation of future mode share shifts- Small size is economically viable- One way single-lane traffic flow reduces congestion and collision probabilityW 16th Ave:- Optimized lane configuration prioritizes sustainable travel modes and increases safety for cyclists- Transit priority lanes are characteristic of future road designs on campus and will familiarize users- Bioswales and grass boulevards help purify stormwater from ground contamination and contributes tostormwater management385 Service Life and Maintenance5.1 StormwaterA maintenance and operation schedule for the stormwater management components are given in Table 14.Table 14 - Maintenance and Operation Schedule for Stormwater ComponentsBMP Description Maintenance Required When Operation & MaintenanceAction TimelineConstructedWetlandStormwater basinsthat include apermanent pool forwater treatmentand temporaryrunoff storageo Vegetation is wilting ordying.o Sediment accumulation isaffecting hydrauliccapacity.o Undesirable species ofplants or insects arepresent.Inspect vegetation of pond toensure healthy growth. QuarterlyInspection of any erosion, flowchannelization, bank stability,or sediment/debrisaccumulation.QuarterlyWetland to be drained andsediment to be removed fromforebay.Every 7 to 10yearsBio-swale &Rain GardensGravel-filledexcavations thattemporarily storestormwater andtreats runoff byinfiltration throughsoil. Providesdetention andreduces peak flows.o Standing water is visible inthe observation well formore than 48 hours after arain event.o Insects and/or odourproblems develop.o There is visible damage tothe swale/pond (e.g.sinkholes).o Trash, leaves, and otherdebris have collected onthe surface.o Runoff is conveyed overand across swale/pondand not into the facility.o Vegetation is wilting ordying.o Topsoil is exposed and/orbeing eroded.Inlets to be inspected andcleaned. AnnuallyRemove debris from surface tomaintain proper function. QuarterlyRepair any damage to thefacility. As neededProvide temporary diversionsand ensure swale/rain gardenis protected from sedimentsduring construction phase.ConstructionPhaseInspect cleanouts of perforateddrains. QuarterlyEnsure areas of topsoilplacement remain un-compacted during theconstruction phase.ConstructionPhaseReplant and add topsoil. As neededPerviousPavers onWalkwaysProvide structureand stability whileallowing runoff toinfiltrate through tothe ground surface.o Significant amounts ofsediment haveaccumulated between thepavers.o Ponding of water is visibleon the surface 48 hoursafter a rain event.Surface sweeping to becompleted with a commercialvacuum sweeping unit.AnnuallyInspection to check surfaceconditions to determine if anyremedial work is needed.AnnuallyUndergroundDetention TankUndergroundstormwater tankthat stores run-offs,with oil & gritseparator at inlet toensure waterquality.o Cracks on the concretewalls with water infiltration.o Significant amounts ofsediment haveaccumulated at the bottomof the tank.o No reduction in water levelafter rain events.Inspect the structural conditionand sediment accumulations.Bi-annually in thefirst two years;Annually after twoyearsFix any cracks due to subgradesettlement, thermal contractionor drying shrinkage.As neededInspect and remove debrisfrom oil & grit interceptor. Annually- Inspect outlet flow controlmanhole. Annually39The stormwater network will be constructed from High Density Polyethylene (HDPE) and is a common buildingmaterial for stormwater and water supply pipes in BC.  All joints within the network will be butt fused together byheat.  The material is homogeneous and does not require the use of steel fasteners and neoprene gasket typical insteel and stainless-steel pipes.  As a result, frequent maintenance is not required because leakage is not expected.In the event of soil uplift caused by earthquake and soil deterioration, pipe damage may occur. Most of the stormnetwork is unpressurized and will not rupture explosively.  The low-pressure segment after the pump station isexposed to atmospheric pressure at the detention tank and water hammer behavior will dissipate energy in theevent of accidents.  The pump station will be below grade and susceptible to groundwater infiltration.  Yearlyinspections of the station should be scheduled.  Typically, pump station process piping for projects of this size isconstructed using steel, which oxidizes in the presence of water.  Although the moisture within the pump stationwill be controlled, the steel pipe immediately outside the station before coupling to HDPE will be vulnerable tooxidation.  Inspections should be scheduled every ten years to test for leakage in this area.5.2 Underground StructuresAs per UBC Technical Guidelines, UBC Energy & Water Services (EWS) and Building Operations are responsible forthe operation and maintenance of utilities. The underground structures are designed to have a service life of 100years as per Section 03 00 00 of UTV. The underground structures consist of reinforced concrete are prone to waterdamage due to the collected stormwater in the detention tank which may be overflowed into the parkade duringintense rainfall event. The durability of concrete structure is greatly influenced by the effectiveness of moistureprotection system used to protect it from water and chlorides [22].  Floor drains and pipes should be flushed andcleaned twice a year. De-icing salt should be limited as chlorine attacks will accelerate the deterioration ofreinforced concrete. To maintain the structural integrity of the underground structures, it is advised to conductannual inspection of the building envelope to sustain the waterproofing performance. Additionally, detailedcondition assessment should be performed and reviewed by qualified consultants in a three-year cycle during thestructure lifetime.5.3 RoadwayW 16th Ave is owned by the BC Ministry of Transportation and Infrastructure and is assumed that maintenanceplans are already in place. The main contractor used for roadways owned by MOTI in the Lower Mainland is40Mainroad Lower Mainland Contracting LP. In the event that maintenance falls under UBC’s jurisdiction, Section 3201 90 Operation and Maintenance of Planting of the UTG is recommended for maintenance of landscaping detailson W 16th Avenue. Specific requirements will include lawn mowing of the centre median at minimum once a week,general cultivation, weeds, mulching, fertilizing and general clean-up which begins immediately after installation [3].UBC will also be responsible for maintaining bus shelters at 16th Avenue and Wesbrook Mall regularly, whileTransLink will look after the bus stop signs.416 Project Management6.1 ScheduleOur team’s scope of work is detailed in Figure 18.  Activities are sequenced to provide the most available overlapbetween other activities.  As discussed above, the first step is to establish the site office and temporary wetland.  Toallow for the extensive work of the new stadium, the parkade and stormwater network around the parkade shouldbegin immediately after.  The permanent wetland, pump station and oil grit separators should begin midwaythrough the construction phase in the South zone.  At this point, all three zones: East, West, and South should beactive as other contractors will be working on the residential buildings in the West.  The storm network above theboulevard is not expected to impede on the progress of residential building construction and may be completed atthis later phase prior to fill and pavers.  The final steps, connection with municipal, testing and commissioning mustbe synced with the completion of all buildings on site.Figure 18 - Site Staging PlanThe work on W 16th Ave between East Mall and Wesbrook Mall will be completed after the Stadium neighborhood iscomplete starting from south side to north side. This maximizes construction traffic on the existing road and limitspotential damage on the new road. The transportation upgrades are staged during the summer when fewer classesare in session and lower traffic volumes are expected.  The road improvements should be completed after much ofStadium neighborhood’s work is complete to reduce construction activities on new roads. Based on Translink andMetro Vancouver’s plan for the Broadway SkyTrain extension UBC and additional bus services, the schedule issubject to high variation.  UBC is currently redeveloping the northern segment of Wesbrook Mall with plans to42extend activities Southward.  Our team’s road work schedule should be synced with UBC’s plan to avoid alignmentand scheduling conflicts. A timeline of the condensed construction schedule is found in Appendix F. Roadwork onW 16th Ave between East Mall to Wesbrook Mall will be mostly carried out in September and October. TransLinkhas announced that launch of the 41st Avenue B-Line may be postponed due to delays along other segment of theroute [21], thus completion of the roadwork may still be in coincide with the introduction of the B-Line in late 2019.Figure 19 - Roadworks Staging Plan6.2 Cost Management6.2.1 Project Cost Plan and Cash FlowCost management describes the process of planning and controlling the budget of a project. There are four mainsections that are directly involved with cost management: planning, estimating and budgeting, financing andfunding, and cost control. These processes, as described in the Project Management Book of Knowledge (PMBOK),span the full life cycle of the project from conceptual planning to project completion [23].For the cost estimation, unit rate estimate and detailed estimate are used. The unit rate cost estimate was used toprovide a very rough idea of the project costs while the detailed cost estimate expanded on the rough estimate. Theunit rate estimate will form the basis of the quantity takeoff calculations, work crew sizes, and makeup utilized fortasks, as well as productivity assumptions. These estimates will be further quantified through unit costs formaterials, labour, equipment and work crews, productivity and work methods. In addition to these estimates,overhead and profit margins of this project will be included in the report. Furthermore, a proposed contingency wasgiven to the detailed cost estimate.436.2.2 Unit Cost EstimateA common means of cost estimation is using a cost database of previously completed projects and breaking thecompleted project down by a unit rate. By breaking the cost of a completed project down by area or volume, onecan establish the unit rate-based cost estimate. In this case, a multi-story parking garage subset was the closestmeans of estimating the cost of the parkade based on the RS Means Cost Database of Square Foot Costs. The RSMeans assigns a multiplicative factor against square footage based on location, size, time, and a base unit cost;these components are also dependent on economic trends. For the wetland, a paper titled “Economic Analysis ofWetlands Mitigation Projects in the Southeastern U.S.” [24] was referenced. The paper considered approximately1000 projects and categorized them by wetland type. The wetlands areas described in the paper were scaled downto suit this project’s constructed wetland.The estimate totaled $11,690,000. A breakdown of the unit cost estimate can be found in Appendix G.6.2.3 Detailed Cost EstimateThe assumption of the site construction is that it is the summation of sub-elements. The work breakdown structurewill outline the sub-elements of the project that must be executed to successfully implement the design. As found inindustry standards, each item in the work breakdown structure has been itemized with reference to theMASTERFORMAT. At this design stage, a general breakdown has been completed, which expands on the corecomponents of the project into its detailed activities. Our team has reached out to consultant Dragados Canada forrecommendation for installation practice, industry standards, and detailed unit pricing.Compared to the preliminary unit cost estimate, the detailed cost estimate shows great potential for costengineering.  For example, through consultation with WorkSafe BC, slope limitations in trench excavation wereinvestigated.  As a result, our team modified the stormwater pipeline excavation from trench box shoring to opentrench.  By using a combination of sloped trench and sheet piles for the parkade construction and using only slopedtrench for the storm pipe installation, the high costs of excavation were reduced. Furthermore, by using slopedtrench excavation instead of trench boxes, the lag time between excavation and pipe laying is increased becausetrench boxes limited the length of work area. This flexibility will be beneficial in cases of expected weather andconstruction delays. Many of the savings from excavation were offset; however, from the increased cost ofconstructing other scopes of the project. As the details of the site are refined, the costs for small, but crucial44activities greatly increased the overall project cost.  Each activity and their respective material, labour andequipment costs were sourced from local businesses such as Langley Concrete Group, Mainland Sand and Gravel,and BA Blacktop.The detailed estimate totaled $11,604,000. A breakdown of the unit cost estimate can be found in Appendix G.6.2.4 Other CostsAccording to the RS Means, overhead costs, costs that do not account direct for labour and materials, are set at 5%of the overall project estimate. With respect to profit, it is also suggested that the profit margin be set at 10% of theoverall cost. The contingency of given cost estimates is broad considering the uniqueness of the site. Thesuggested minimum contingency of 20% which is similar to standards for projects of a similar scope.  The sitework will be noted as the largest source of uncertainty due to site conditions such as topography, location, soilgrade, and existing storm services.6.3 Stakeholder/Public ConsultationThe Consultative Areas Database has identified 13 First Nations groups that require consultation and/or notificationregarding this project. It is assumed that consultation with these groups and other stakeholders are mostly includedin the scope of the Neighbourhood and will be handled by UBC Campus and Community Planning. Redesign of W16th Ave will require consultation with BC Ministry of Transportation and Infrastructure as they are the propertyowners. During construction phase, coordination with TransLink will also be required to ensure transit services areaccommodated. A stakeholder analysis is provided in Appendix G.6.4 Risk AnalysisA preliminary risk analysis following Table 15 is provided in Appendix I.Table 15 - Risk Analysis CriteriaRisk LevelsImpactNegligible Low Medium High ExtremeProbabilityAlmostCertain 1 3 4 4 4Likely 1 2 3 4 4Moderate 1 2 2 3 4Unlikely 1 1 2 3 4Rare 1 1 2 2 3Appendix - Table of ContentsA References.....................................................................................................................................................46B Stadium Road Neighbourhood Plan Option 1B......................................................................................48C Site Photos ....................................................................................................................................................49D-1 IDF Curve - Vancouver International Airport........................................................................................50D-2 Stormwater Detention Volume Calculation (1/25 Year Storm).......................................................51D-3 Stormwater Detention Volume Calculation (1/100 Year Storm).....................................................52D-4 Stormwater Catchment Plan Calculation ............................................................................................53D-5 Underground Parkade Load Calculation ..............................................................................................54E Detailed Design Drawing Package ............................................................................................................58F Construction Schedule ................................................................................................................................78G Construction Cost Estimate.......................................................................................................................79H Stakeholder Register ...................................................................................................................................82I Risk Assessment ...........................................................................................................................................83J Standards and Software Packages ..........................................................................................................86K Structural Models and Renders.................................................................................................................87L Construction Specification .........................................................................................................................8945Appendix A References[1] University of British Columbia, Integrated Stormwater Management Plan, UBC Campus and CommunityPlanning, 2017.[2] Metro Vancouver, Stormwater Source Control Design Guidelines, 2012.[3] University of British Columbia, UBC Technical Guidelines, 2018.[4] S. Brzev, Reinforced Concrete Design: A Practical Approach, Pearson Learning Solutions, 2011.[5] Building Safety Standards Branch, British Columbia Building Code (BCBC), 2018.[6] City of Vancouver, Parking and Loading Design Supplement, 2002.[7] Canadian Standards Association, "Design of Concrete Structures," in CSA A23.3.[8] Canadian Standards Association, "CSA S413," in Paking Structures.[9] C. Cameron and M. Kokan, "Geotechnical Investigation Report for Proposed Mixed Commercial/ResidentialDevelopment Lot 10 - UBC South Campus, Wesbrook Drive at 16th Avenue, Vancouver, BC," GeoPacificConsultants Ltd., 2006.[10] Whole Building Design Guide, "Building Envelope Design Guide," National Institute of Building Sciences, 11August 2016. [Online]. Available: https://www.wbdg.org/guides-specifications/building-envelope-design-guide.[Accessed 1 March 2019].[11] Metro Vancouver, Regional Growth Strategy, Greater Vancouver REgional District Board, 2011.[12] Translink, Regional Transportation Strategy, 2013.[13] University of British Columbia, UBC Vancouver Campus Plan Design Guidelines, 2014.[14] University of British Columbia, UBC Transportation Plan, 2014.[15] City of Rotterdam, Waterplan 2 - Working on Water for an Attractive City, 2007.[16] City of Surrey, Design Criteria Manual, City of Surrey Engineering Department, 2016.[17] City of Surrey, Standard Construction Documents, 2016.[18] Imbrium Systems, Stormceptor EF, Stormwater Treatment Solutions, 2018.[19] M. Taha, "Parking Capacity Optimization Using Linear Programming," Journal of Traffic and LogisticsEngineering, vol. 2, no. 3, 2013.[20] Institute of Transportation Engineers, ITE Trip and Parking Generation Manual.46[21] K. Chan, "Launch of some new B-Line routes could be delayed until 2020," Daily Hive, 19 March 2019. [Online].[22] M. Pond, A Guide to Condo Parking Garage Maintenance, RJC, 2015.[23] Project Management Institute, Project Management Book of Knowledge Guide 6th Edition, 2017.[24] B. Baca, "Economic Analyses of Wetlands Mitigation Projects in the Southeastern U.S".47Appendix B Stadium Road Neighbourhood Plan Option 1B48          S1: Outside of Thunderbird Stadium - Sloped ground for water management S2: Parking lot at Thunderbird Stadium - Existing bioswale system to manage runoffs   S3: Parking lot entrance at Thunderbird Stadium - Bio-retention trenches along the road side  S4: Inside of Thunderbird Stadium - Current ground condition mimics a basin-like terrain S5: Proposed location of new Thunderbird Stadium - Silty clay condition at existing ground  S6: Proposed location of new Thunderbird Stadium - Existing ground condition  Appendix C Site Photos49Appendix D-1 IDF Curve - Vancouver International Airport50Client:Project Location:Project No.:Type of Analysis:Description:Date of Analysis:IDF Curve Used:25-yr Post development Parameters: 25-yr Pre-development Parameters:R (Runofff Coeff.) 0.76 R (Runofff Coeff.) 0.30A (Ha) 8.670 Ha A (Ha) 8.670 HaN 0.00278 N 0.00278Tc (min) 15.0I=aTb,     where I (mm/hr), T (hr), a & b are constants. I=aTb,     where I (mm/hr), T (hr), a & b are constants.a25-yr = 21.200 a25-yr = 21.200b25-yr = -0.550 b25-yr = -0.550I25yr (mm/hr) 45.4Q25yr = RAIN  (m3/s) 0.32859 [Maximum allowable release rate]Duration Intensity Peak Inflow Inflow Volume Release Rate Outflow Volume Storage Volume(min) (mm/hr) (m3/s) (m3) (m3/s) (m3) (m3)5 83.2 1.52322 457.0 0.32859 98.6 358.410 56.8 1.04039 624.2 0.32859 197.2 427.115 45.4 0.83243 749.2 0.32859 295.7 453.520 38.8 0.71061 852.7 0.32859 394.3 458.4 *30 31.0 0.56856 1023.4 0.32859 591.5 432.040 26.5 0.48536 1164.9 0.32859 788.6 376.250 23.4 0.42930 1287.9 0.32859 985.8 302.160 21.2 0.38834 1398.0 0.32859 1182.9 215.1120 14.5 0.26524 1909.8 0.32859 2365.8180 11.6 0.21223 2292.0 0.32859 3548.8240 9.9 0.18117 2608.8 0.32859 4731.7360 7.9 0.14495 3131.0 0.32859 7097.5480 6.8 0.12374 3563.7 0.32859 9463.4600 6.0 0.10945 3940.2 0.32859 11829.2720 5.4 0.09901 4277.1 0.32859 14195.11440 3.7 0.06762 5842.7 0.32859 28390.22000 3.1 0.05645 6773.5 0.32859 39430.83000 2.5 0.04516 8129.3 0.32859 59146.24000 2.1 0.03855 9252.8 0.32859 78861.55000 1.9 0.03410 10230.2 0.32859 98576.96000 1.7 0.03085 11104.9 0.32859 118292.37200 1.5 0.02790 12054.5 0.32859 141950.88400 1.4 0.02564 12920.3 0.32859 165609.210000 1.3 0.02329 13974.9 0.32859 197153.8458.4DETENTION VOLUME =/Users/dabao1383/Documents/4 year/CIVL 445 CAPSTONE/Design /[2018-10-14 SRN Detention Calculations.xls]100Yr vs. 100Yr25-yr Post Development Release Rate = 25-yr Pre-development Release RateAchieve net-zero with underground storm detention facility.October 18, 2018Vancover International AirportDETENTION CALCULATIONSUBCStadium Road NeighbourhoodCIVL 445Appendix D-2 Stormwater Detention Volume Calculation (1/25 Year Storm)51Client:Project Location:Project No.:Type of Analysis:Description:Date of Analysis:IDF Curve Used:100-yr Post development Parameters: 100-yr Pre-development Parameters:R (Runofff Coeff.) 0.76 R (Runofff Coeff.) 0.30A (Ha) 8.850 Ha A (Ha) 8.850 HaN 0.00278 N 0.00278Tc (min) 15.0I=aTb,     where I (mm/hr), T (hr), a & b are constants. I=aTb,     where I (mm/hr), T (hr), a & b are constants.a100-yr = 26.100 a100-yr = 26.100b100-yr = -0.558 b100-yr = -0.558I100yr (mm/hr) 56.6Q100yr = RAIN  (m3/s) 0.41754 [Maximum allowable release rate]Duration Intensity Peak Inflow Inflow Volume Release Rate Outflow Volume Storage Volume(min) (mm/hr) (m3/s) (m3) (m3/s) (m3) (m3)5 104.4 1.95265 585.8 0.41754 125.3 460.510 70.9 1.32633 795.8 0.41754 250.5 545.315 56.6 1.05777 952.0 0.41754 375.8 576.220 48.2 0.90090 1081.1 0.41754 501.0 580.0 *30 38.4 0.71848 1293.3 0.41754 751.6 541.740 32.7 0.61193 1468.6 0.41754 1002.1 466.550 28.9 0.54029 1620.9 0.41754 1252.6 368.260 26.1 0.48803 1756.9 0.41754 1503.1 253.7120 17.7 0.33149 2386.7 0.41754 3006.3180 14.1 0.26437 2855.2 0.41754 4509.4240 12.0 0.22516 3242.3 0.41754 6012.6360 9.6 0.17957 3878.7 0.41754 9018.9480 8.2 0.15294 4404.6 0.41754 12025.2600 7.2 0.13503 4861.2 0.41754 15031.5720 6.5 0.12197 5269.2 0.41754 18037.81440 4.4 0.08285 7158.1 0.41754 36075.62000 3.7 0.06897 8276.7 0.41754 50104.93000 2.9 0.05501 9901.2 0.41754 75157.44000 2.5 0.04685 11243.8 0.41754 100209.95000 2.2 0.04136 12409.3 0.41754 125262.46000 2.0 0.03736 13450.7 0.41754 150314.87200 1.8 0.03375 14579.5 0.41754 180377.88400 1.7 0.03097 15607.5 0.41754 210440.710000 1.5 0.02810 16857.8 0.41754 250524.7580.0DETENTION CALCULATIONSUBC SEEDSStadium Road Neighbourhood, UBCCIVL 445 - CapstoneDETENTION VOLUME =/Users/dabao1383/Documents/4 year/CIVL 445 CAPSTONE/Design /2018-11-27 Catchment Plan/2018-11-27 SRN Detention Calculations_1:[2018-11-27 SRN Detention Calculations_1:100.xls]100Yr vs. 100Yr100-yr Post Development Release Rate = 100-yr Pre-development Release RateAchieve net-zero with underground storm detention facility.November 27, 2018Vancover International AirportAppendix D-3 Stormwater Detention Volume Calculation (1/100 Year Storm)52LOCATION:    Qpeak=Runoff (m3/s) Tc=Ti+Tt Ø=Pipe Diameter (mm) Date:REF. No.:    R=Runoff Coefficient Tc=Time of Concentration (min) n=Roughness Coefficient Calc. By:IDF Curve:    A=Area (ha) Ti=Inlet Time (min) S=Slope of Pipe (%) Sheet: 1 of 1Return Period    I=Rainfall Intensity (mm/hr) Tt=Travel Time (min) Vcap=Velocity at Capacity (m/s)   N=0.00278 I = aTb   where I in mm/hr, T in hr L=Length of Pipe (m)a = 26.100 Qcap=Flow at Capacity (m3/s)b = -0.558Sewer DesignCatchment Area A R RA å(AR) Ti Tt Tc I Qpeak Qcap Ø n S Vcap L(ha) (min) (min) (min) (mm/hr) (m3/s) (m3/s) (mm) (%) (m/s) (m) (min)MH-1 MH-2 1 1.30 0.72 0.94 0.94 15.00 1.18 16.18 54.2 0.141 0.147 400 0.013 0.500 1.17 83.0 1.18 SURFACEMH-2 MH-3 2 1.44 0.72 1.04 1.97 16.18 1.00 17.18 52.4 0.288 0.327 500 0.013 0.750 1.67 100.0 1.00 SURFACEMH-3 MH-4 3 1.99 0.72 1.43 3.41 17.18 0.71 17.89 51.3 0.485 0.499 500 0.013 1.750 2.54 108.3 0.71 SURFACEMH-4 O/G-1 4 0.37 0.72 0.27 3.67 17.89 0.15 18.04 51.0 0.521 0.534 500 0.013 2.000 2.72 25.0 0.15 SURFACEO/G 1 WETLAND - IN - - 3.67 18.04 0.03 18.07 51.0 0.520 0.534 500 0.013 2.000 2.72 5.0 0.03 SURFACEWETLAND - IN WETLAND 5A 1.48 0.30 0.45 4.12 15.00WETLAND Wetland-Out 5B 0.13 1.00 0.13 4.24 15.00WETLAND - OUT PUMP - - 4.12 18.07 0.10 18.17 50.8 0.582 0.866 575 0.013 2.500 3.34 20.0 0.10 SURFACEPUMP MH-5 - - 4.12 18.17 0.40 18.57 50.2 0.575 0.866 575 0.013 2.500 3.34 80.0 0.40 SURFACEMH-5 MH-6 - - 4.12 18.57 0.34 18.91 49.7 0.569 0.866 575 0.013 2.500 3.34 68.0 0.34 SURFACEMH-6 MH-7 6 0.33 0.95 0.31 0.33 15.00 0.91 15.91 54.7 0.050 0.097 300 0.013 1.000 1.37 75.0 0.91 SURFACEMH-7 MH-8 7 0.31 0.95 0.30 0.64 15.91 0.91 16.83 53.1 0.095 0.097 300 0.013 1.000 1.37 75.0 0.91 SURFACEMH-9 MH-10 8 0.77 0.95 0.73 0.77 15.00 0.75 15.75 55.1 0.117 0.118 300 0.013 1.500 1.68 75.0 0.75 SURFACEMH-10 O/G-2 9 0.73 0.95 0.69 1.50 15.75 0.53 16.28 54.0 0.225 0.226 350 0.013 2.400 2.35 75.0 0.53 SURFACEMH-8 O/G-2 - - 4.76 18.91 0.45 19.36 49.1 0.649 0.686 600 0.013 1.250 2.43 65.0 0.45 SURFACEO/G-2 DETENTION - - 6.26 19.36 0.02 19.38 49.0 0.853 0.868 600 0.013 2.000 3.07 3.0 0.02 SURFACEDETENTION MH-11 - - 6.26 19.38 0.02 19.39 49.0 0.852 0.868 600 0.013 2.000 3.07 3.0 0.02 SURFACEMH-11 MH-12 - - 6.26 19.39 0.14 19.53 48.8 0.849 0.868 600 0.013 2.000 3.07 25.0 0.14 SURFACEΣ 8.85 haAssuming wetland has surface area of 0.13ha and a depth of 0.45m/Users/dabao1383/Documents/4 year/CIVL 445 CAPSTONE/Design /2018-11-26 SWCP/[2018-11-26-SWCP.xls]100-YR Flow RMStadium Road NeighbourhoodNov-30-2018 - 9:10 AMHGL ConditionFrom ToVancouver International Airport100 yearLocation Tributary Area Run-offAdjusted TtPOST-DEVELOPMENTSTORM SEWER DESIGN - RATIONAL METHODSub-Catchment PlanStadium Road Neighbourhood, UBC 26-Nov-18Peggy ShenAppendix D-4 Stormwater Catchment Plan Calculation53Client: University of British Columbia Design Analysis: Parkade Beam CapacityProject: Stadium Road Neighborhood Design Code CSA A23.3-14 & S413-14Project No.: CIVL 446 Date of Analysis: 24-Feb-19LoadingInputFormula name Formula Symbols Formula Formula Results UnitsResistance Factor of Concrete φc, phic = = 0.65Modification Factor of Concrete λ = = 1Compressive Strength of Concrete f'c = = 35 MPaTensile Strength of Concrete ft = sqrt(f'c) = 5.9161 MPaAlpha Factor of Concrete α1, alpha1 = 0.85-0.0015*f'c = 0.7975Beta Factor of Concrete β1, beta1 = 0.97-0.0025*f'c = 0.8825Density of Concrete gamma = = 2400 kg/m3Unit Weight of Concrete Wc = gamma*9.81/1000 = 23.544 kN/m3Resistance Factor of Steel φs, phis = = 0.85Yield Strength of Steel fy = = 400 MPaUnit Weight of Soil Ws = 1400*9.81/1000 = 13.734 kN/m3Parkade Length Lpk = = 120 mParkade Height Hpk = = 3 mParkade Width Wpk = = 40 mSoil Cover hs = = 0.15 mSlab Thickness hf = = 0.25 mTotal Slab Area At = Lpk*Wpk = 4800 m2Wall Thickness twall = = 0.4 mBeam Height h = = 1.3 mBeam Width bw = = 0.5 mBeam Span ln = = 15 mTributary Beam Width (beam to beam) tw = = 7.5 mTributary Area Atrb = = 112.5 m2Dead LoadConcrete Slab Weight W1 = hf*Wc = 5.886 kPaSoil Cover W2 = hs*Ws = 2.0601 kPaUtilities W3 = = 1 kPaOthers W4 = = 2 kPaSuperimposed Floor Dead Load Wfloor = SUM(H38:H41) = 10.9461 kPaConcrete Beam Weigt Wbeam = (h-hf)*bw*Wc = 12.3606 kN/mLive LoadStadium (Blechers) W5 = = 4.8 kPaAdditional Roof Load (Non-vechicular) W6 = = 1 kPaLive Load LL = W5+W6 = 5.8 kPaSnow LoadImportance Factor Is = = 11/50 yr Ground Snow Load Ss = = 2.1 kPaBasic Roof Snow Load Factor Cb = = 0.8Wind Exposure Factor Cw = = 1Slope Factor Cs = = 1Accumulation Factor Ca = = 11/50 yr Associated Rain Load Sr = = 0.4 kPaSnow Load SL = Is*(Ss*(Cb*Cw*Cs*Ca)+Sr) = 2.08 kPaFactored Load - Governing Load Combination, Case 3 = 1.25D + 1.5LLoading for Slab for 1m strip Lslab = (1.25*Wfloor+1.5*LL)*1 = 22.382625 kN/mLoading for Beam Lbeam = 1.25*((Wfloor*tw)+Wbeam)+1.5*(LL*tw) = 183.3204375 kN/mLoading for Columns Lcolumn = CONVERT(1000,"lbf","N") = 4448.221615 kNCapacityAppendix D-5 Underground Parkade Load Calculation54Continuous Beam DesignInputFormula name Formula Symbols Formula Formula Results UnitsResistance Factor of Concrete φc, phic = = 0.65Modification Factor of Concrete λ = = 1Compressive Strength of Concrete f'c = = 35 MPaTensile Strength of Concrete ft = sqrt(f'c) = 5.9161 MPaAlpha Factor of Concrete α1, alpha1 = 0.85-0.0015*f'c = 0.7975Beta Factor of Concrete β1, beta1 = 0.97-0.0025*f'c = 0.8825Resistance Factor of Steel φs, phis = = 0.85Yield Strength of Steel fy = = 400 MPaRebar rebar = = 30MDiameter of Rebar db = = 29.9 mmArea of Rebar Ab = = 700 mm2Number of Rebar per row Nsr = = 6 barsNumber of Row Nr = = 3 rowsTotal Number of Rebar Ns = Nsr*Nr = 18 barsSpacing of Rebar sp = (bw-2*cover-2*stirrups)/(Ns-1) = 82 mmTotal Area of Rebar As = Ab*Ns = 12600 mm2Max Aggregate Size Agg = = 20 mmStirrup Size ds = = 15 mmArea of Stirrups Ast = = 200 mm2Number of stirrup legs Nsl = = 2 legsSpacing of shear reinforcement s = = 150 mmClear Cover cover = = 30 mmBeam Height w/ Slab h = = 1300 mmBeam Width bw = = 500 mmSlab Thickness hf = = 250 mmClear Span of Beam ln = = 15000 mmClear Distance of "T-beam" lw = 7500-2*(1/2)bw = 7000 mmOverhanging Flange Width bt = min(ln/10,12*hf, lw/2) = 1500 mmEffective Flange Width bf = bw+2*bt = 3500 mmTributary Width tw = = 7.5 mUniformly Distributed Load q = Lbeam = 183.3204375 kN/mFlexural Design Load Mf = q*(ln/1000)^2/8 = 5155.887305 kNmShear Design Load Vf = q*(ln/1000)/2 = 1374.903281 kNFlexural CapacityEffective Depth d = h-cover-stirrups-db/2 = 1240.05 mmTension Force in Reinforcement Tr = φs*fy*As/1000 = 4284 kNDepth of Rectangular Stress Block a = Tr*1000/(alpha*phic*fc*bf) = 67.46357091 mmCheck - "a" is within flange Check1 = IF(a<hf,"Ok","Fail") = OkFactored Moment Resistance Mr = Tr*(d-a/2)/1000 = 5167.867231 kNmDemand/Capacity Ratio DC_moment = Mf/Mr = 0.997681843Check - Flexural is sufficient Check2 = IF(DC_moment<1,"Ok","Fail") = OkFlexural Requirements CheckNeutral Axis Depth c = a/beta = 76.4459727 mmc/d ratio cd = c/d = 0.061647492Balanced Condition balcon = 700/(700+fy) = 0.636363636Check - Steel has yielded Check3 = IF(cd<balcon,"Ok","Fail") = OkMinimum Spacing of Rebars spmin = max(1.4*db, 1.4*agg, 30) = 41.86 mmCheck - Spacing is sufficient Check4 = IF(sp>spmin,"Ok","Fail") = OkTension Zone Width btz = bw = 500 mmMinimum Steel Required Asmin = 0.2*sqrt(fc)/fy*btz*h = 1922.72593 mm2Check - Steel is sufficient Check5 = IF(As>Asmin,"Ok","Fail") = OkReinforcement Ratio rhob = As/(btz*d) = 0.020321761Balanced Reinforcement Ratio Pb = = 0.03Check - Max Steel Allowed Check6 = IF(rhob<pb,"Ok","Fail") = OkShear CapacityEffective Shear Depth dv = MAX(0.9*d,0.72*h) = 1116.045 mm 55Shear Resistance Factor β, beta = = 0.18Shear Resistance of Concrete Vc = phic*beta*SQRT(fc)*bw*dv/1000 = 386.2527588 kNArea of Shear Reinforcement Av = Nsl*Ast = 400 mm2Longitudinal Member Axis theta = = 35 degreeShear Resistance of Steel Vs = phis*Av*fy*dv*COT(RADIANS(theta))/s/1000 = 1445.115548 kNFactored Shear Resistance Vr = Vc+Vs = 1831.368306 kNCheck - Shear is sufficient Check7 = IF(Vr>Vf,"Ok","Fail") = OkShear Requirements CheckMaximum Shear Resistance Vrmax = 0.25*phic*fc*bw*dv/1000 = 3173.752969 kNCheck - Shear resistance limit Check8 = if(Vrmax>Vr,"Ok","Fail") = OkMaximum Shear Spacing smax = MIN(600,0.7*dv) = 600 mmCheck - Spacing is within limit Check9 = if(smax>s,"Ok","Fail") = OkMinimum Area of Shear Reinforcement Avmin = 0.06*sqrt(fc)*bw*s/fy = 66.55589756 mm2Check - min shear reinforcement Check = if(Av>Avmin,"Ok","Fail") = OkOne-Way SlabInputFormula name Formula Symbols Formula Formula Results UnitsResistance Factor of Concrete φc, phic = = 0.65Modification Factor of Concrete λ = = 1Compressive Strength of Concrete f'c = = 35 MPaTensile Strength of Concrete ft = sqrt(f'c) = 5.9161 MPaAlpha Factor of Concrete α1, alpha1 = 0.85-0.0015*f'c = 0.7975Beta Factor of Concrete β1, beta1 = 0.97-0.0025*f'c = 0.8825Resistance Factor of Steel φs, phis = = 0.85Yield Strength of Steel fy = = 400 MPaLongitudinal and Transverse Rebar rebars = = 20MDiameter of Rebar dbs = = 20 mmArea of Rebar Abs = = 300 mm2Spacing of Rebar sps = = 250 mmTotal Area of Rebar Ass = Abs*(bws/sps) = 1200 mm2Max Aggregate Size Agg = = 20 mmClear Cover covers = = 20 mmBeam Height w/ Slab h = = 1300 mmBeam Width bw = = 500 mmSlab Unit Width bws = = 1000 mmSlab Thickness hf = = 250 mmSlab Concrete Area for 1m strip Ags = bws*hf = 250000 mm2Clear Span of Beam ln = = 15000 mmClear Distance of "T-beam" lw = 7500-2*(1/2)bw = 7000 mmOverhanging Flange Width bt = min(ln/10,12*hf, lw/2) = 1500 mmEffective Flange Width bf = bw+2*bt = 3500 mmTributary Width tw = = 7.5 mFactored uniform load per metre wf = Lslab = 11.7 kN/mShear Force for slab per metre Vfs = wf*(lw/1000)/2 = 40.95 kN/mMoment Force for slab per metre Mfs = wf*(lw/1000)^2/8 = 71.6625 kNm/mFlexural Capacity of SlabEffective Depth dslab = hf-covers-1/2*dbs = 220 mmTension Force in Reinforcement Tr = φs*fy*As/1000 = 408 kNDepth of Rectangular Stress Block a = Tr*1000/(alpha*phic*fc*bws) = 22.48785697 mmCheck - "a" is within flange Check1 = IF(a<hf,"Ok","Fail") = OkFactored Moment Resistance Mr = Tr*(d-a/2)/1000 = 85.17247718 kNmDemand/Capacity Ratio DC_moment = Mf/Mr = 0.841380953Check - Flexural is sufficient Check2 = IF(DC_moment<1,"Ok","Fail") = OkShear Capacity of SlabEffective Shear Depth dvs = MAX(0.9*dslab,0.72*hf) = 198 mmShear Resistance Factor βs, betas = 230/(1000+dvs) = 0.191986644Shear Resistance of Concrete Vcs = phic*betas*SQRT(fc)*bws*dvs/1000 = 146.1785289 kN/mCheck - Shear steel required? Check1s = IF(Vcs<Vfs,"Yes","No") = NoLongitudinal Member Axis thetas = =Shear Resistance of Steel Vss = phis*Ass*fy*dvs*COT(RADIANS(theta))/sps/1000 = 461.4860343 kN/mFactored Shear Resistance Vrs = Vcs+Vss = 607.6645632 kN/mCheck - Shear is sufficient Check7s = IF(Vrs>Vfs,"Ok","Fail") = Ok56Design Requirements CheckNeutral Axis Depth c = a/beta = 124.9325387 mmc/d ratio cd = c/dslab = 0.567875176Balanced Condition balcon = 700/(700+fy) = 0.636363636Check - Steel has yielded Check3 = IF(cd<balcon,"Ok","Fail") = OkMinimum Spacing of Rebars spmin = max(1.4*dbs, 1.4*agg, 30) = 30 mmCheck - Spacing is sufficient Check4 = IF(sps>spmin,"Ok","Fail") = OkTension Zone Width btz = bws = 1000 mmMinimum Steel Required Asmin = 0.2*sqrt(fc)/fy*btz*h = 739.5099729 mm2Check - Steel is sufficient Check5 = IF(Ass>Asmin,"Ok","Fail") = OkReinforcement Ratio rhob = Ass/(btz*dslab) = 0.007375892Balanced Reinforcement Ratio Pb = = 0.03Check - Max Steel Allowed Check6 = IF(rhob<pb,"Ok","Fail") = OkMaximum Shear Resistance Vrmaxs = 0.25*phic*fc*bws*dvs/1000 = 1126.125 kNCheck - Shear resistance limit Check2s = if(Vrmax>Vrs,"Ok","Fail") = OkMaximum Shear Spacing smaxs = MIN(500,3*hf) = 500 mmCheck - Spacing is within limit Check9 = if(smaxs>sps,"Ok","Fail") = OkMinimum Area of Shear Reinforcement Avmins = 0.06*sqrt(fc)*bws*sps/fy = 221.8529919 mm2Check - min shear reinforcement Check = IF(Ass>Avmins,"Ok","Fail") = OkSpiral Column DesignInputFormula name Formula Symbols Formula Formula Results UnitsResistance Factor of Concrete φc, phic = = 0.65Modification Factor of Concrete λ = = 1Compressive Strength of Concrete f'c = = 35 MPaTensile Strength of Concrete ft = sqrt(f'c) = 5.9161 MPaAlpha Factor of Concrete α1, alpha1 = 0.85-0.0015*f'c = 0.7975Beta Factor of Concrete β1, beta1 = 0.97-0.0025*f'c = 0.8825Resistance Factor of Steel φs, phis = = 0.85Yield Strength of Steel fy = = 400 MPaRebar rebar = = 30MDiameter of Rebar db = = 29.9 mmArea of Rebar Ab = = 700 mm2Number of Rebar per row Nsr = = 8 barsNumber of Row Nr = = 1 rowsTotal Number of Rebar Ns = Nsr*Nr = 8 barsTotal Area of Rebar As = Ab*Ns = 5600 mm2Max Aggregate Size Agg = = 20 mmSpiral Bar Size ds = = 15 mmArea of Spiral Bar Ast = = 200 mm2Clear Cover cover = = 35 mmConcrete Column Diameter dc = = 500 mmGross Cross-Sectional Area Ag = (PI()*dc^2)/4 = 196349.5408 mm2Axial Load Pf = Lcolumn = 4448.221615 kNAxial CapacityFactored Axial Load Resistance Pro = (alpha1*phic*fc*(Ag-As)+phis*fy*As)/1000 = 5364.792763 kNMaximum Axial Load Resistance Prmax = 0.85*Pro = 4560.073849 kNCheck - Axial Capacity Check1c = IF(Prmax>Pf,"Ok","Fail") = OkSpiral ReinforcementArea of Spiral Reinforcement Asp = (PI()*ds^2)/4 = 176.7145868 mm2Length of one spiral turn lsp = PI()*dcsp = 1460.840584 mmDiameter within Spiral Reinforcement dcsp = dc-cover = 465 mmPitch (Dist b/w successive spiral turns) pitch = = 25 mmArea of Concrete Core Acsp = (PI()*dcsp^2)/4 = 169822.7179 mm2Spiral Reinforcement Ratio Ps = Asp*lsp/(Acsp*pitch) = 0.060805019Minimum Spiral Reinforcement Ratio Psmin = 0.45*(Ag/Acsp-1)*(phic/phis) = 0.053752219Check - Sufficient Spiral Reinf.? Check2c = IF(Ps>Psmin,"Ok","Fail") = OkMinimum Rebar Diameter for Spiral dsmin = = 6 mmCheck - Sufficient spiral bar size? Check3c = IF(ds>dsmin,"Ok","Fail") = OkMax Pitch Distance pitchmax = MIN(75,1/6*dcsp) = 75 mmMin Pitch Distance pitchmin = = 25 mmCheck - Pitch within limit? Check4c = IF(AND(pitch>pimin,pitch<pimax),"Ok","Fail") = Ok571 02 03 04 05 04 03 02 01 0 1 02 03 04 05 04 03 02 01 000 00NEW STADIUM ROADEAST MAL LSTADIUMBUILDINGBLDG 1BLDG 2SRN 03SRN 01SRN 02BLDG 2BLDG 1BLDG 3BLDG 2BLDG 1REET A FTEKFTEK AEAST MAWEST 16TH AVENUECLIENT:PROJECT:UBC SEEDS SUSTAINABILITY PROGRAMUBC STADIUM ROAD NEIGHBORHOOD MUNICIPALINFRASTRUCTURE IMPROVEMENTSITESITE LOCATION PLAN                             SCALE: 1:300DRAWING No. INDEX:1. COVER2. GENERAL NOTES3. KEY PLAN4. STORMWATER CONTROL PLAN5. MANHOLES DETAILS6. CONSTRUCTED WETLAND DETAILS7. BIOSWALE DETAILS8. RAIN GARDEN TYPICAL CROSS SECTIOIN9. UNDERGROUND PARKADE PLAN10. UNDERGROUND PARKADE ELEVATIONS11. REINFORCED CONCRETE BEAM DETAILS12. REINFORCED CONCRETE COLUMNS DETAILS13. PILE FOUNDATION DETAILS14. PARKADE BELOW GRADE SLAB WATERPROOF SYSTEM15. PARKADE FOUNDATION WALL WATERPROOF SYSTEM16. DETENTION TANK DETAILS17. W16TH AVE. & SW MARINE DR. ROAD GEOMETRIC18. W16TH AVE. & EAST MALL ROAD GEOMETRIC19. W16TH AVE. & WESBROOK MALL ROAD GEOMETRIC20. TYPICAL SECTION-W16TH AVE.ISSUE FOR CONSTRUCTIONAppendix E Detailed Design Drawing Package58 SCALE:   N/A  DATE: 2019.03.29 DRAWN BY: YZ  DESIGN BY:  JK REVIEW BY:  JK DWG NO.: REV.CONSULTANT: CLIENT:PROJECT:SHEET TITLE:General NotesUBC SEEDS SUSTAINABILITY PROGRAM      UBC  STADIUM ROAD NEIGHBORHOODMUNICIPAL INFRASTRUCTURE IMPROVEMENT 2 of 20 ’“ ” ’’(59NEW STADIUM ROADEAST MALLSTADIUMBUILDINGBLDG 1BLDG 2SRN 03SRN 01SRN 02BLDG 2 BLDG 1BLDG 3BLDG 2BLDG 1DDDP DDDDDDDSTREET A FTEKFTEK AEAST MALL LANDWEST 16TH AVENUE0               25               50D83m- Ø400 PROP. STORM SEWER100m- Ø500 PROP. STORM SEWER108m- Ø500 PROP. STORM SEWER80m- Ø575 PROP. STORM SEWER68m- Ø575 PROP. STORM SEWER65m- Ø600 PROP. STORM SEWER75m- Ø300 PROP. STORM SEWER75m- Ø300 PROP. STORM SEWER75m- Ø300 PROP. STORM SEWER75m- Ø350 PROP. STORM SEWER SCALE:   1: 500  DATE: 2018.11.07 DRAWN BY: YZ  DESIGN BY: JF/PS REVIEW BY: JF/PS REV. 3 of 20 CONSULTANT: CLIENT:PROJECT:UBC SEEDS SUSTAINABILITY PROGRAM       UBC STADIUM ROAD NEIGHBORHOODMUNICIPAL INFRASTRUCTURE IMPROVEMENTSHEET TITLE:DWG NO.: KEY PLANISSUE FOR CONSTRUCTION601 02 03 04 05 04 03 02 01 0 1 02 03 04 05 04 03 02 01 000 00EAS T MALLSTREET A FTEKDDDPDDDDDDDD SCALE:   1: 500  DATE: 2018.11.27 DRAWN BY: YZ  DESIGN BY: PS REVIEW BY: PS REV. 4 of 20 CONSULTANT: CLIENT:PROJECT:UBC SEEDS SUSTAINABILITY PROGRAM      UBC  STADIUM ROAD NEIGHBORHOODMUNICIPAL INFRASTRUCTURE IMPROVEMENTSHEET TITLE:DWG NO.: STORMWATER CONTROL PLANA11.3 HaA21.4 HaA32.0 HaA40.4 HaA51.6 HaA60.3 HaA70.3 HaA80.8 HaA90.7 HaA11.3 HaISSUE FOR CONSTRUCTION61 SCALE:   N/A  DATE: 2019.03.29 DRAWN BY: YZ  DESIGN BY:  YZ REVIEW BY:  JF DWG NO.: REV.CONSULTANT: CLIENT:PROJECT:SHEET TITLE:MANHOLES DETAILSUBC SEEDS SUSTAINABILITY PROGRAM      UBC  STADIUM ROAD NEIGHBORHOODMUNICIPAL INFRASTRUCTURE IMPROVEMENT 5 of 20 PUMP STATION DETAILSCALE 1:100FLOW CONTROL MANHOLESCALE 1:200ISSUE FOR CONSTRUCTION62PROPOSEDPEDESTRIANSCALE:   N/A DATE: 2019.03.30DRAWN BY: YZ DESIGN BY: JFREVIEW BY: JF DWG NO.:REV.CONSULTANT: CLIENT:PROJECT:UBC SEEDS SUSTAINABILITY PROGRAMSHEET TITLE:CONSTRUCTED WETLAND DETAILSWETLAND PLAN VIEWSCALE 1:200WETLAND SECTION VIEWSCALE 1:200      UBC  STADIUM ROAD NEIGHBORHOODMUNICIPAL INFRASTRUCTURE IMPROVEMENT 6 of 20 DRAINAGE OUTFALL DETAILSSCALE 1:100ISSUE FOR CONSTRUCTION63⅊⅊SCALE: N/A DATE: 2018.11.21DRAWN BY: YZ DESIGN BY: JFREVIEW BY: JF DWG NO.:REV. 7 of 20 CONSULTANT: CLIENT:PROJECT:SHEET TITLE:Bio-retention Trench DetailsSECTION ALONG BIORETENTION TRENCHSCALE 1:150BIORETENTION TRENCH SECTION VIEWSCALE 1:30BIORETENTION TRENCHSCALE 1:60BIORETENTION TRENCH SECTION ASCALE 1:30UBC SEEDS SUSTAINABILITY PROGRAM      UBC  STADIUM ROAD NEIGHBORHOODMUNICIPAL INFRASTRUCTURE IMPROVEMENTISSUE FOR CONSTRUCTION6465P1 P2 P3 P4 P5 P6 P7 P8 P9 P10 P11 P12 P13PAPBPCPDSCALE:   1:300 DATE: 2018.11.25DRAWN BY: YZ DESIGN BY: DL/KWREVIEW BY: DL DWG NO.:REV. ACONSULTANT: CLIENT:PROJECT:UBC SEEDS SUSTAINABILITY PROGRAMSHEET TITLE:UNDERGROUND PARKING PLAN      UBC  STADIUM ROAD NEIGHBORHOODMUNICIPAL INFRASTRUCTURE IMPROVEMENT 9 of 20 W16 AVE.ISSUE FOR CONSTRUCTION66P1 P2 P3 P4 P5 P6 P7 P8 P9 P10 P11 P12 P13PAPBPCPDB BAAP1 P2 P3 P4 P5 P6 P7 P8 P9 P10 P11 P12 P13STADIUM BUILDINGPA PB PC PDSTADIUM BUILDINGSCALE:   N/A DATE: 2019.03.29DRAWN BY: YZ DESIGN BY: DL/YZREVIEW BY: DL DWG NO.:REV.CONSULTANT: CLIENT:PROJECT:UBC SEEDS SUSTAINABILITY PROGRAMSHEET TITLE:UNDERGROUND PARKADE DIMENSIONSUNDERGROUND PARKADE PLANSCALE 1:400UNDERGROUND PARKADE SECTION A-ASCALE 1:400UNDERGROUND PARKADE SECTION B-BSCALE 1:400      UBC  STADIUM ROAD NEIGHBORHOODMUNICIPAL INFRASTRUCTURE IMPROVEMENT 10 of 20 GENERAL NOTES:1. SITE PREPARATION FOR THE PROPOSED PARKING AREAS,SIDEWALKS AND ROADS SHALL INCLUDE STRIPPING ANDDISPOSAL OF THE VEGETATION, TREES, ANY EXISTINGPAVEMENT, HOG FUEL, AND ALL UNSUITABLE SURFACEMATERIAL.  ONCE STRIPPING IS COMPLETE AND THE ROADWAYHAS BEEN EXCAVATED TO THE SUB-GRADE ELEVATION, THEREMAINING SURFACE SHALL BE PROOF-ROLLED, THE THEPROOF EXTENDING 3 METERS BEYOND THE EDGES OF THEPROPOSED EDGE OF PAVEMENT.  ANY SOFT SPOTS IDENTIFIEDSHALL BE OVER-EXCAVATED AND THE MATERIAL REPLACEDWITH CLEAN GRANULAR MATERIAL.2. ALL DIMENSIONS ARE IN METRES.ISSUE FOR CONSTRUCTION67 SCALE:   1:20  DATE: 2019.03.29 DRAWN BY: YZ  DESIGN BY:  DL REVIEW BY:  DL DWG NO.: REV.CONSULTANT: CLIENT:PROJECT:SHEET TITLE:REINFORCED CONCRETE BEAM                      DETAILSUBC SEEDS SUSTAINABILITY PROGRAM      UBC  STADIUM ROAD NEIGHBORHOODMUNICIPAL INFRASTRUCTURE IMPROVEMENT 11 of 20 PLAN VIEWSECTION VIEWGENERAL NOTES:1. ALL CONCRETE SHALL CONFORM TO CSASTANDARD A23.1 (LATEST EDITION) HAVING AMINIMUM COMPRESSIVE STRENGTH OF 35MPA.2. ALL CONCRETE THAT WILL BE EXPOSED TOWEATHER SHALL HAVE A 5 TO 7% AIRENTRAINMENT AT TIME OF PLACING.3. KEEP CONTINUOUSLY MOIST ALL EXPOSEDNON-FORMED SURFACES FOR A MINIMUM OFSEVEN CONSECUTIVE DAYS AFTER PLACEMENTOF CONCRETE UNLESS NOTED OTHERWISE.4. MINIMUM REBAR YIELD STRENGTH: 414 MPA.5. ALL REINFORCING TO HAVE MINIMUM 20MMOF CONCRETE COVER.6. ALL DIMENSIONS ARE IN MILLIMETERS.ISSUE FOR CONSTRUCTION68 SCALE:   1:6  DATE: 2019.03.29 DRAWN BY: YZ  DESIGN BY:  DL REVIEW BY:  DL DWG NO.: REV.CONSULTANT: CLIENT:PROJECT:SHEET TITLE:REINFORCED CONCRETE COLUMN                      DETAILSUBC SEEDS SUSTAINABILITY PROGRAM      UBC  STADIUM ROAD NEIGHBORHOODMUNICIPAL INFRASTRUCTURE IMPROVEMENT 12 of 20 PLAN VIEWSECTION VIEWGENERAL NOTES:1. ALL CONCRETE SHALL CONFORM TO CSASTANDARD A23.1 (LATEST EDITION) HAVING AMINIMUM COMPRESSIVE STRENGTH OF 35MPA.2. ALL CONCRETE THAT WILL BE EXPOSED TOWEATHER SHALL HAVE A 5 TO 7% AIRENTRAINMENT AT TIME OF PLACING.3. KEEP CONTINUOUSLY MOIST ALL EXPOSEDNON-FORMED SURFACES FOR A MINIMUM OFSEVEN CONSECUTIVE DAYS AFTER PLACEMENTOF CONCRETE UNLESS NOTED OTHERWISE.4. WWF MINIMUM YIELD STRENGTH: 448 MPA.5. MINIMUM REBAR YIELD STRENGTH: 414 MPA.6. ALL REINFORCING TO HAVE MINIMUM 35MMOF CONCRETE COVER.7. ALL DIMENSIONS ARE IN MILLIMETERS. ISSUE FOR CONSTRUCTION69PLAN VIEW SECTION VIEW SCALE:   1:20  DATE: 2019.03.29 DRAWN BY: YZ  DESIGN BY:  DL REVIEW BY:  DL DWG NO.: REV.CONSULTANT: CLIENT:PROJECT:SHEET TITLE:PILE FOUNDATION DETAILSUBC SEEDS SUSTAINABILITY PROGRAM      UBC  STADIUM ROAD NEIGHBORHOODMUNICIPAL INFRASTRUCTURE IMPROVEMENT 13 of 20 ISSUE FOR CONSTRUCTION70 SCALE:   3:1  DATE: 2019.03.29 DRAWN BY: YZ  DESIGN BY:  DL REVIEW BY:  DL DWG NO.: REV.CONSULTANT: CLIENT:PROJECT:SHEET TITLE:PARKADE BELOW GRADE SLAB        WATERPROOF SYSTEMUBC SEEDS SUSTAINABILITY PROGRAM      UBC  STADIUM ROAD NEIGHBORHOODMUNICIPAL INFRASTRUCTURE IMPROVEMENT 14 of 20 ISSUE FOR CONSTRUCTION71 SCALE:   3:1  DATE: 2019.03.29 DRAWN BY: YZ  DESIGN BY:  DL REVIEW BY:  DL DWG NO.: REV.CONSULTANT: CLIENT:PROJECT:SHEET TITLE:PARKADE FOUNDATION WALL        WATERPROOF SYSTEMUBC SEEDS SUSTAINABILITY PROGRAM      UBC  STADIUM ROAD NEIGHBORHOODMUNICIPAL INFRASTRUCTURE IMPROVEMENT 15 of 20 ISSUE FOR CONSTRUCTION72PEPCPFPDPAPBP2 P4P1 P3AAB BD DDDD]2%SLOPE2%SLOPESCALE:   N/A DATE: 2018.11.25DRAWN BY: YZ DESIGN BY: PS/JFREVIEW BY: PS/JF DWG NO.:REV.CONSULTANT: CLIENT:PROJECT:UBC SEEDS SUSTAINABILITY PROGRAM      UBC STADIUM ROAD NEIGHBORHOODMUNICIPAL INFRASTRUCTURE IMPROVEMENTSHEET TITLE:UNDERGROUND STORMWATER           DETENTION TANKDETENTION TANK LOCATIONSCALE 1:300SECTION B-B (BACK VIEW)PLAN VIEWSECTION B-B (FRONT VIEW)SECTION A-A(SOUTH VIEW)SECTION A-A(NORTH VIEW)DETENTION TANK DETAILSCALE 1:15016 of 20 ISSUE FOR CONSTRUCTION73 SCALE:   N/A  DATE: 2019.03.29 DRAWN BY: YZ  DESIGN BY:  KW REVIEW BY:  GC DWG NO.: REV.CONSULTANT: CLIENT:PROJECT:SHEET TITLE:West 16th Ave & SW MARINE DR               ROAD GEOMETRICUBC SEEDS SUSTAINABILITY PROGRAM      UBC  STADIUM ROAD NEIGHBORHOODMUNICIPAL INFRASTRUCTURE IMPROVEMENT 17 of 20 West 16th AveSW MARINE DR.74 SCALE:   1:500  DATE: 2019.03.29 DRAWN BY: YZ  DESIGN BY:  KW REVIEW BY:  GC DWG NO.: REV.CONSULTANT: CLIENT:PROJECT:SHEET TITLE:West 16th Ave & EAST MALL           ROAD GEOMETRICUBC SEEDS SUSTAINABILITY PROGRAM      UBC  STADIUM ROAD NEIGHBORHOODMUNICIPAL INFRASTRUCTURE IMPROVEMENT 18 of 20 West 16th AveEAST MALLEAST MALL75 SCALE:   1:500  DATE: 2019.03.29 DRAWN BY: YZ  DESIGN BY:  KW REVIEW BY:  GC DWG NO.: REV.CONSULTANT: CLIENT:PROJECT:SHEET TITLE:West 16th Ave & WESBROOK MALL             ROAD GEOMETRICUBC SEEDS SUSTAINABILITY PROGRAM      UBC  STADIUM ROAD NEIGHBORHOODMUNICIPAL INFRASTRUCTURE IMPROVEMENT 19 of 20 West 16th Ave76 SCALE:   N/A  DATE: 2019.03.29 DRAWN BY: YZ  DESIGN BY:  KW REVIEW BY:  GC DWG NO.: REV.CONSULTANT: CLIENT:PROJECT:SHEET TITLE:Typical Section          West 16th AveUBC SEEDS SUSTAINABILITY PROGRAM      UBC  STADIUM ROAD NEIGHBORHOODMUNICIPAL INFRASTRUCTURE IMPROVEMENT 20 of 20 ISSUE FOR CONSTRUCTION7730 6 13 20 27 3 10 17 24 1 8 15 22 29 5 12 19 26 2 9 16 23 30 7 14 21 28 4 11 185/19 6/19 7/19 8/19 9/19 10/19 11/19Stadium Road Neighbourho... start end 0h 0%  South Area 05/01/19 07/29/19 0h 0%      Site Office 05/01 05/06 0 0%      Temporary Wetland Excavation 05/07 05/20 0 0%      Temporary Wetland 05/21 06/10 0 0%      Permanent Wetland Excavation 06/17 07/01 0 0%      Permanent Wetland 07/02 07/22 0 0%      Oil Grit Separators 07/16 07/18 0 0%      Pump station 07/16 07/29 0 0%  East Area 05/07/19 11/04/19 0h 0%      Excavation 05/07 06/03 0 0%      Parkade Drainage Network 06/04 06/17 0 0%      Stadium Drainage Network 06/04 06/17 0 0%      Parkade 06/10 08/19 0 0%      Detention Tank 06/17 07/29 0 0%      Connection with Municipal 10/31 11/04 0 0%  West Area 10/07/19 10/28/19 0h 0%      Trenching 10/07 10/21 0 0%      Storm Pipe Install 10/14 10/28 0 0%  Waterworks Closing 11/05/19 11/18/19 0h 0%      Testing 11/05 11/11 0 0%      Commissioning 11/12 11/18 0 0%  Roadworks - SW Marine to East Mall 07/01/19 08/26/19 0h 0%      Removals 07/01 07/29 0 0%      Milling 07/08 08/05 0 0%      Paving 07/15 08/12 0 0%      Line painting 08/13 08/19 0 0%      Curbs 07/22 08/12 0 0%      Landscaping 08/12 08/26 0 0%  Roadworks - East Mall to Wesbrook 08/26/19 10/21/19 0h 0%      Removals 08/26 09/23 0 0%      Milling 09/02 09/30 0 0%      Paving 09/09 10/07 0 0%      Line painting 10/08 10/14 0 0%      Curbs 09/16 10/07 0 0%      Landscaping 10/07 10/21 0 0%Site Temporary Temporary WetlaPermanent Permanent WetlaOil Pump statioExcavationParkade DrStadium DrParkadeDetention TankCoTrenchingStorm Pipe ITestiComRemovalsMillingPavingLine CurbsLandscapingRemovalsMillingPavingLine CurbsLandscapingPowered by TCPDF (www.tcpdf.org)Appendix F Construction Schedule78Item # Area Category Activity Item Level Quantity UnitsPermanent MaterialTemporary MaterialLabour/ Equipment SubContract Total Cost100000 Directs 0 9,201,559.22$      110000 Storm System 1 2,916,021.35$      111000 Removals 2112000 Roadworks 2113000 Earthworks 2113010 Cut 3 8850.9 m3 -$                 100.00$                885,090.00$          113020 Fill 3 8065.763 m3 -$                 100.00$                806,576.30$          113030 Drainage Rock 3 644.525 m3 -$                 100.00$                64,452.50$            113040 Trenching 3 LM113050 Trenching Backfill 3 LM114000 Waterworks 2114010 Storm Sewer 3 -$                        114020 Ø1500mm Manhole 3 13 ea 2,340.25$       4,255.00$            85,738.25$            114030 Storm Sewer, 600mm dia. 3 96 LM 886.05$           1,611.00$            239,716.80$          114040 Storm Sewer, 500mm dia. 3 407 LM 346.50$           630.00$                397,435.50$          114050 Storm Sewer, 400mm dia. 3 83 LM 346.50$           630.00$                81,049.50$            114060 Storm Sewer, 350mm dia. 3 75 LM 286.00$           520.00$                60,450.00$            114070 Storm Sewer, 300mm dia. 3 225 LM 227.70$           414.00$                144,382.50$          114080 Diversion Structure c/w large Oil Grit Separator 3 1 EA 24,840.00$     92,000.00$          116,840.00$          114090 Baseflow Diversion Structure c/w Oil Grit Separator 3 1 EA 7,290.00$       27,000.00$          34,290.00$            115000 Temp. Works 2115010 Shoring 3 -$                        120000 Wetland 1 380,566.86$          121000 Removals 2122000 Roadworks 2123000 Earthworks 2123010 Cut 3 2290 M3 -$                 100.00$                229,000.00$          123020 Fill 3 0.283 ACR 46,526.00$          13,166.86$            124000 Waterworks 2124010 Pump Station 3 -$                        125000 Temp. Works 2125010 Sediment control pond 3 1300 m3 -$                 100.00$                130,000.00$          125020 Pump 3 2 ea 3,000.00$                 1,200.00$       8,400.00$              125030 Silt Fence 3 m -$                        125040 Construction Swale 3 m3 -$                        125050 Catch Basin Sediment Trap 3 ea -$                        125060 Street Sweeping 3 ea -$                        125070 Rock Access Pad 3 m3 -$                        125080 Shoring 3 -$                        125090 Tie-in to existing storm pipe 3 -$                        130000 Parkade + Detention Tank 1 4,288,185.98$      131000 Removals 2132000 Roadworks 2ID Block Quantity CostAppendix G Construction Cost Estimate79132010 Line Painting - Parking Stall (Single Line) 3 62 ea 8.79$                    544.72$                  132020 Line Painting - Parking Stall (Double Line with Cap) 3 0 ea 14.15$                  -$                        132030 Line Painting - Handicap Stall (Symbol with Blue Box) 3 5 ea 58.57$                  292.86$                  132040 Line Painting - EV Stall (Symbol with Blue Box) 3 10 ea 58.57$                  132050 Line Painting - Car Share Stall (Symbol with Blue Box) 3 5 ea 58.57$                  132060 Line Painting - Arrow 3 6 ea 29.29$                  175.72$                  132070 Line Painting - 4" Line 3 31.728 LM 1.92$                    60.97$                    132080 Line Painting - Red/Yellow Curb Line 3 0 LM 5.61$                    -$                        132090 Line Painting - Stop Bar 3 1 ea 48.81$                  48.81$                    132100 Line Painting - Stencliling per Letter (24" High) 3 13 ea 5.86$                    76.14$                    132110 Line Painting - Numbers & Parking Stall Stenciling (12" High) 3 89 ea 5.13$                    456.13$                  132120 Line Painting - Crosswalks 3 0 ea 107.38$                -$                        132130 Asphalt Sealcoating 3 1762.4 SM 4.10$                    7,230.63$              132140 Asphalt Crack Seal 3 0 LM 5.66$                    -$                        133000 Earthworks 2133010 Cut 3 10900 -$                 100.00$                1,090,000.00$      133020 Fill 3 545 -$                 100.00$                54,500.00$            134000 Storm water detention facility 2134010 Rebar 3 4801 LM 276,000.00$        276,000.00$          134020 Concrete 3 162 CM135000 Temp. Works 2135010 Shoring 3 1300 SM 800.00$                    216.00$           1,320,800.00$      135020 Formwork136000 Parkade Structure 2136010 Concrete 3 1266 CM 1,538,000.00$    1,538,000.00$      136020 Rebar 3 35479 LM140000 W 16th Ave 1 1,384,009.03$      141000 Site Clearing Prep 2142000 Roadworks 2 644,004.52$          142010 Roads (x m wide, excl Asphalt) 3 -$                        142020 Milling 3 15443 4.00$                    61,772.00$            142030 Overlay (x mm thick) 3 15443 26.00$                  401,518.00$          142040 Curb 3 3336 50.00$                  166,800.00$          142050 Sidewalk 3 55.00$                  -$                        142060 Barrier 3 40.00$                  -$                        142070 Line Painting - Parking Stall (Single Line) 3 ea 8.79$                    -$                        142080 Line Painting - Parking Stall (Double Line with Cap) 3 ea 14.15$                  -$                        142090 Line Painting - Handicap Stall (Symbol with Blue Box) 3 ea 58.57$                  -$                        142100 Line Painting - Arrow 3 20 ea 29.29$                  585.72$                  142110 Line Painting - 4" Line 3 6123 LM 1.92$                    11,766.87$            142120 Line Painting - Red/Yellow Curb Line 3 LM 5.61$                    -$                        142130 Line Painting - Stop Bar 3 6 ea 48.81$                  292.86$                  142140 Line Painting - Stencliling per Letter (24" High) 3 70 ea 5.86$                    410.00$                  142150 Line Painting - Numbers & Parking Stall Stenciling (12" High) 3 ea 5.13$                    -$                        142160 Line Painting - Crosswalks 3 8 ea 107.38$                859.06$                  142170 Asphalt Sealcoating 3 SM 4.10$                    -$                        80142180 Asphalt Crack Seal 3 LM 5.66$                    -$                        143000 Waterworks 2 -$                           -$                           -$                 27,000.00$          27,000.00$            145030 Catch Basin c/w Leads 3 ea 12,000.00$          12,000.00$            145040 Tie in to Existing Storm sewer 3 ea 15,000.00$          15,000.00$            144000 Landscaping 2 -$                           -$                           -$                 15,000.00$          15,000.00$            144010 Street Trees 3 ea 15,000.00$          15,000.00$            144020 Street Sign c/w Pole 3 ea -$                        144030 Street Sign on streelight 3 ea -$                        145000 Removals 2 -$                           -$                           -$                 145010 Remove Existing Curb and Gutter 3 12,000.00$          12,000.00$            145020 Remove Existing Basin 3 ea -$                        150000 Insurance, Bonds, Permits 1 1 LS -$                           -$                           -$                 232,776.00$        232,776.00$          151000 Insurance 2 1 LS 66,388.00$          66,388.00$            152000 Bonds 2 1 LS 66,388.00$          66,388.00$            153000 Permits 2 1 LS 100,000.00$        100,000.00$          200000 Indirects 2,402,505.40$      210000 Escalation 552,093.55$          211000 2019 Escalations 276,046.78$        276,046.78$          212000 2020 Escalations 276,046.78$        276,046.78$          220000 Accomodations 7,000.00$              221000 Site Office 6,000.00$            6,000.00$              221010 Office S&I, Demob 1,000.00$            1,000.00$              230000 Safety 600.00$                  231000 First Aid and Site Safety Management 600.00$                600.00$                  240000 Staff Salary250000 Communications and Tech Equip 2,500.00$            2,500.00$              260000 Contingency 1,840,311.84$    1,840,311.84$      300000 Grand Total 11,604,064.62$    81Stakeholder Register Name Role Interests Influence Power UBC SEEDS Client Carry out project requirements as given in guidelines (i.e. meet stormwater requirements) High High UBC Endowment Lands Property Owner Efficient construction schedule and budget Project adheres to all relevant guidelines and plans (including ISMP and Transportation Plan) High High UBC Recreation Operator Operation of the new Thunderbird Stadium; emergency plan during storm flooding event Moderate Low Future Stadium Neighbourhood Residences Renters/ Owners Adequate stormwater management on site Low vehicular traffic on Stadium Rd Moderate Low UBC Residents/ Students/ Faculty Users Minor construction delays Improved transportation infrastructure Usable underground parkade Safe parkade access off W 16th Ave Moderate Low UBC Property Trust Land Developer  Future residential development opportunities in Stadium Neighbourhood. High High UBC Campus + Community Planning Project Owner Carry out project requirements as given in guidelines (i.e. meet stormwater requirements) Project aligns with Stadium Neighbourhood goals High High UBC Botanical Gardens Adjacent Property Owner Possible stormwater management integration; seek to reduce amount of storm discharge to  Minor construction disruptions/delays Moderate Moderate TransLink Transit Authority Minor construction disruptions/delays to existing bus services. Transit access managed during construction. Improved transit access on W 16th Ave. Moderate High BC Ministry of Transportation and Infrastructure Property Owner (W 16th Avenue) Consultation regarding construction and road design. Moderate High General Public Users Minor construction traffic delays; Usable underground parkade. Low Low St. John Hospice Adjacent Property Owner Minor construction disruptions/delays. Moderate Moderate Wesbrook Village - Businesses Adjacent Property Owner Minor construction disruptions/delays; Increased sustainable mode share. Moderate Low 82Appendix H Stakeholder RegisterFirst Nations - Musqueam Land Owners Consultation and notification (assumed to be done mostly via UBC Campus + Community Planning). High Moderate Thunderbird Park Adjacent property Minor construction disruptions/delays. Low Low FP Innovations Adjacent property Minor construction disruptions/delays. Low Low Rhodo Woods Adjacent property Minor construction disruptions/delays. Low Low Hawthorn Place Adjacent property Minor construction disruptions/delays. Low Low  Full list of First Nations from Consultative Areas Database: - Sto:lo Tribal Council - Sto:lo Nation - Soowahlie First Nation - Seabird Island Band - Shxw’ow’hamel First Nation - Skawahlook First Nation - Halalt First Nation - Stz’uminus First Nation - Cowichan Tribes - Lake Cowichan First Nation - Lyackson First Nation - Penelakut Tribe - Tsleil-Waututh Nation   83Preliminary Risk Analysis - Design Phase  Hazard Potential impacts Probability Impact Risk Level Mitigation Strategy Environmental Climate Change Higher probability of large storm lead to under-designed detention system  UNLIKELY HIGH 3 Reduction/Control Unexpected Soil Contamination Contaminated soil could lead to undesirable stormwater infiltration to underground aquifer. MODERATE HIGH 4 Reduction/Control Unexpected High HGL Piping system can be under-designed if the existing HGL is much higher than estimated. MODERATE HIGH 3 Acceptance Resources Outdated Geotechnical Report from 2006 Inaccurate assumption of geotechnical conditions may affect design of underground structures UNLIKELY HIGH 2 Avoidance Stadium Neighbourhood in Early Development Stage Design was based off of architect’s recommendation at Open House and may not accommodate changes to the layout of the Neighbourhood. LIKELY EXTREME 4 Acceptance Early Stage Architectural Plan Current architecture plan only provides a high level site layout; any change to residential area or park area could alter runoff coefficient greatly.  LIKELY EXTREME 4 Acceptance No Site Topography  Design based on high level estimation of existing site condition, including site slope, elevation and existing utilities. Any change in assumption can greatly impact design.  ALMOST CERTAIN EXTREME 4 Avoidance Insufficient Information on Existing Stormwater System Lack of information of existing storm information, including pipe location, sizing, slope, can greatly impact feasibility of proposed storm design and connections. ALMOST CERTAIN EXTREME 4 Avoidance 84Appendix I Risk AssessmentFinancial Unavailable Funding Funding to support the continuation of project design may become unavailable and lead to cancellation of project RARE EXTREME 3 Transference Inaccurate Cost Estimate Over/underestimated costs leading to inefficient project start-up and commencement. Affects UBC’s capital budgeting decision and overestimation can lead to budget shortage for other projects -> opportunity cost MODERATE HIGH 3 Reduction/Control Operational Inadequate Emergency Response Plan Property damage and/or injuries if parkade is not evacuated in time during a storm event that will cause overflow. UNLIKELY MEDIUM 2 Reduction/Control Severe Storm Events (>100-yr) Current design is for 1/100 year storm, larger storm events will not be accommodated by the design. Resulted flooding will risk of property damage, wildlife damage, injuries etc. UNLIKELY EXTREME 4 Reduction/Control Management Miscommunication with Client Communication with client must be directed through third party. Miscommunication can lead to different levels of expectations on the deliverables, scope of work etc. UNLIKELY HIGH 3 Avoidance Scope Creep Increase of scope of work lead to insufficient time for completion. May cause project timeline delays, increase in project cost and compromised quality of work. UNLIKELY HIGH 3 Avoidance Stakeholder Opposition from Stakeholders Changes to scope of work and project timeline delays.  UNLIKELY HIGH 3 Avoidance Insufficient Consultation Changes to scope of work and project timeline delays. UNLIKELY HIGH 3 Avoidance   85Codes/Guidelines SoftwareBC Building Code 2018BC Manual of Standard Traffic Signs & Pavement MarkingsBC Traffic Management Manual for Work on RoadwaysCity of Vancouver Parking and Loading Design SupplementCity of Surrey Design CriteriaCity of Surrey Standard Construction DocumentsCSA S413-14 Parking StructureA23.3-14 Design of Concrete StructureITE Parking Generation ManualMaster Municipal Construction DocumentsMetro Vancouver Stormwater Source Control Guidelines 2012National Building Code of Canada 2015NIBS Building Envelope Design GuideRS MeansTAC Geometric Design Guide for Canadian RoadsUBC Integrated Stormwater Management PlanUBC Technical Guidelines 2018 EditionUBC Vancouver Campus Plan Design GuidelinesAutoCAD 2019BluebeamREVIT 2019SAP2000EPASWMM 5.1Microsoft ExcelInkScapeAdobe IllustratorMicrosoft WordAppendix J Standards and Software Packages861) 3D view of the underground structure 2) Detailed 3D view of the parkade before rendering  3) Detailed 3D view of the parkade after rendering Appendix K Structural Models and Renders871) Plan view of the model     2) Deflection shape of the structure  3) Bending Moment Diagram of beams   4) Shear Diagram of beams 5) Forces at the joints     6) The stress contour of the slab  7) Built-in concrete design checks    8) The tabulated results of the analysis 881. Environmental Protectiona. Site Working Areasi. Confine operations to limits of the site working area shown on Drawings.ii. Provide access roads to the site working area and on the site in locationsshown or otherwise acceptable to the Engineer.iii. Install fencing to clearly define the working limits to the site working area,haul routes, parking areas, access routes, and maintenance areas toensure all activity is confined to these areas.b. Environmental Monitoringi. All recommendations of the Environmental Monitor must be implementedin a timely fashion.ii. The Environmental Monitor has the authority to halt work to remedyenvironmental risks and the Contractor must implement allrecommendations made by the Environmental Monitor.c. Drainagei. Provide temporary drainage and pumping as necessary to keepexcavations and site free from water.ii. Do not pump water containing suspended materials into waterways anddrainage system.2. Site Demolition and Removalsa. Productsi. Site Barrier Fence1. Silt fence to be manufactured from a woven, silt film geotextilematerial with a shiny to smooth surface texture designed to reducevelocity of runoff to a point that suspended particles settle out dueto reduction of hydraulic energy.2. Minimum Requirementsa. Grab Tensile 500 Nb. Mullen Burst 1900 kPac. Elongation at Break 25% Maximumd. Opening 600 μm maximume. U.V. Rating at 500hrs 90% Retainedf. Efficiency >75% minimumg. Construction Woven (tape)h. Texture Smooth, shinyi. Posts 4x4 cm, treatedj. Post Spacing (centres) 2 metre maximumk. Permittivity 10 L/s/m23. Clearing and Grubbinga. Clearing: Clear as indicated or as directed by Engineer, by cutting at a height ofnot more than 300 mm above ground. In areas to be subsequently grubbed,height of stumps left from clearing operations to be not more than 1000 mmabove ground surface.Appendix L Construction Specification89b. Grubbing: Grub out stumps and roots to not less than 200 mm below groundsurface.  Grub out visible rock fragments and boulders, greater than 300 mm ingreatest dimension, but less than 0.5 m3.4. Granular Basea. Granular base: Type 1 fill in accordance with Section 02315 – Excavating,Trenching, and Backfilling.b. Compact to a density of not less than 100 percent maximum dry density inaccordance with ASTM D698.c. Finished sub-base surface to be within 10 mm of elevation as indicated but notuniformly high or low.5. Granular Sub-basea. Granular sub-base: Type 2 fill in accordance with Section 02315 – Excavating,Trenching, and Backfilling.b. Compact to a density of not less than 100 percent maximum dry density inaccordance with ASTM D698.c. Finished sub-base surface to be within 10 mm of elevation as indicated but notuniformly high or low.6. Site Gradinga. Strip all organic material to specified limits and specified depth. Stockpile for re-use as shown in Contract Documents. Do not handle topsoil while in wet orfrozen condition or in any manner in which soil structure is adversely affected.Remove all debris and unusable material as specified in the ContractDocuments.b. Surface drainage: provide suitable temporary ditches or other approved means ofhandling drainage prior to excavation and during construction to protectconstruction area and adjacent and other affected properties. Provide siltationcontrols to protect natural watercourses or existing drainage facilities7. Excavation, Trenching and Backfillinga. Type 1: select pit run gravel graded within the following limits:.90b. Type 2: crushed gravel graded within following limitsc. Type 3 fill: Selected material from excavation or other sources, approved by theEngineer for use intended, unfrozen and free from rocks larger than 75 mm,cinders, ashes, sods, refuse, or other deleterious materials.d. Type 4 fill: (Bedding and Pipe Surround) screened or crushed aggregateconforming to the following gradation limits when tested to sizes to ASTM C136:91

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