UBC Undergraduate Research

Stadium Neighborhood Underground Parkade and Water Storage Bhangle, Tanvir; Chen, Peggy; Leung, Gabriel; Phang, Colin; Wong, Brenna; Woodward, Nicole 2019-04-08

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UBC Social Ecological Economic Development Studies (SEEDS) Sustainability Program Student Research Report Stadium Neighbourhood Underground Parkades and Water Storage Tanvir Bhangle, Peggy Chen, Gabriel Leung, Colin Phang, Brenna Wong, Nicole Woodward University of British Columbia CIVL 446 Themes: Water, Climate, LandApril 8th, 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”. 2 Executive Summary Stormside Consulting Limited has prepared this report at the request of the University of British Columbia (UBC) as a solution to stormwater management and increasing parking capacities in the Stadium Neighbourhood. The detailed design is a mixed solution including a parkade to suit growing parking needs and a water detention facility to store stormwater runoff and gradually release it back into the stormwater mains to avoid environmental damages. The parkade has been designed under the National Building Code of Canada and Concrete Code to provide sufficient strength to support all stadium attendees and vehicles. The detention tank and drainage network have been designed to effectively store, manage, treat, and release stormwater.   Two key objectives of the project are to meet the communities’ new parking demands and to hold the equivalent stormwater runoff from a 1-in-100 year storm. The design solution covers an area 110m by 110m, with a depth of 10m, all underneath the location of the new stadium. The structure is designed with two parking levels with a capacity of 700 parking stalls, including disability parking spaces and electric vehicle charging spaces. The water detention facility beneath the second parking level consists of 3 retention tanks holding a total volume of over 36,300 cubic meters. In addition to the detention tanks a natural dry pond is designed with an area covering 15,000m2 at a depth of 1.5m. The design holds water in the detention facility until it is safe to release the treated water back into the city’s sewer network via pumps directing flow to SW Marine Drive. Improving stormwater runoff quality is done through filtration systems with the use of outdoor bio swales. The underground parkade and detention facility have a total project cost of $18,486,000, with implementation planning and construction spanning 7 months beginning February 4th, 2019.  3 Table of Contents Executive Summary .................................................................................................................................... 2 Table of Contents ........................................................................................................................................ 3 List of Figures .............................................................................................................................................. 5  List of Tables ............................................................................................................................................... 6  1.0 Introduction ..................................................................................................................................... 7 2.0 Project Overview ............................................................................................................................. 9 2.1 Design Requirements to Address Key Issues................................................................................ 9 2.2 Regulatory Requirements .............................................................................................................. 9 2.3 Stadium Neighbourhood ............................................................................................................. 10 2.4 Site Overview .............................................................................................................................. 11 3.0 Design Summary ........................................................................................................................... 12 3.1 Pipe Network and Detention Tanks ............................................................................................ 12 3.1.1 Design Criteria .................................................................................................................... 12 3.1.2 Technical Considerations .................................................................................................... 12 3.1.3 Design Components ............................................................................................................ 13 3.2 Pump System .............................................................................................................................. 14  3.2.1 Design Criteria .................................................................................................................... 14 3.2.2 Technical Considerations .................................................................................................... 14 3.2.3 Design Components ............................................................................................................ 14 3.3 Stormwater Management Methods ............................................................................................. 15 3.3.1 Design Criteria .................................................................................................................... 15 3.3.2 Technical Considerations .................................................................................................... 16 3.3.3 Design Components ............................................................................................................ 16    4  3.4 Parkade ........................................................................................................................................ 18  3.4.1 Design Criteria .................................................................................................................... 18 3.4.2 Design Components ............................................................................................................ 19 3.4.2.1  Concrete Mix Design .................................................................................................. 19 3.4.2.2  Structural Loading ....................................................................................................... 20 3.4.2.3  Column and Foundation .............................................................................................. 21 3.4.2.4  Slabs and Beams ......................................................................................................... 22 3.4.2.5  Retaining Wall and Foundation .................................................................................. 23 3.4.2.6  Waterproofing ............................................................................................................. 24 3.4.3 Technical Considerations .................................................................................................... 24 3.4.3.1  Column and Foundation .............................................................................................. 24 3.4.3.2  Slabs and Beams ......................................................................................................... 25 3.4.3.3  Retaining Wall and Foundation .................................................................................. 25 3.4.3.4  Waterproofing ............................................................................................................. 26 4.0 Modelling Software ....................................................................................................................... 27 4.1 Topographical Mapping .............................................................................................................. 27 4.2 Stormwater Estimates ................................................................................................................. 27 4.3 Design Software .......................................................................................................................... 27  5.0 Traffic Flow ................................................................................................................................... 28 6.0 Stakeholder Engagement .............................................................................................................. 29 6.1 Stakeholder Identification ........................................................................................................... 29 6.2 Stakeholder Consultation ............................................................................................................ 29 6.3 Stakeholder Implementation ....................................................................................................... 30 6.4 Indigenous Stakeholders ............................................................................................................. 30    5  7.0 Construction Work Plan .............................................................................................................. 32 7.1 Construction Requirements ......................................................................................................... 32 7.2 Construction Sequence ................................................................................................................ 32 7.3 Anticipated Issues ....................................................................................................................... 34  8.0 Service-Life Maintenance Plan .................................................................................................... 35 8.1 Operation and Maintenance Plan ................................................................................................ 35 8.2 Emergency Response Plan .......................................................................................................... 36 9.0 Construction Schedule .................................................................................................................. 38 10.0 Cost Estimate ................................................................................................................................. 41 10.1 Construction Cost Estimate ......................................................................................................... 42 10.2 Project Management Cost Estimate ............................................................................................ 43 10.3 Operating and Maintenance Cost Estimate ................................................................................. 43  11.0 Conclusion ..................................................................................................................................... 45 12.0 References ...................................................................................................................................... 46 Appendix 1: Issued-for-Construction Drawings ....................................................................................... I Appendix 2: Cost Estimate and Quantity Takeoffs ................................................................................ II Appendix 3: Construction Schedule ........................................................................................................ III Appendix 4: Pump System Details .......................................................................................................... IV  Appendix 5: Sample Calculations ............................................................................................................. V   List of Figures Figure 1: Stadium Road Neighbourhood Redevelopment at UBC ............................................................. 10    6  Figure 2: Project Site Location ................................................................................................................... 11  Figure 3: Typical Detention Pond ............................................................................................................... 17 Figure 4: Terraced Channel Cross Section ................................................................................................. 17 Figure 5: Conceptual Profile Drawing of a Terraced Channel ................................................................... 18 Figure 6: Side View and Total Loading of Parkade .................................................................................... 21 Figure 7: Traffic Flow in Parkade ............................................................................................................... 28 Figure 8: Construction Site ......................................................................................................................... 33 Figure 9: Project Timeline .......................................................................................................................... 39 List of Tables Table 1: Contributions from Each Member .................................................................................................. 8 Table 2: Ingredients of Concrete Mixture ................................................................................................... 19 Table 3: Maintenance and Inspection Requirements .................................................................................. 35 Table 4: Component Specific Maintenance ................................................................................................ 35 Table 5: Summary of Underground Parkade and Water Storage Project Cost Estimate ............................ 41 Table 6: Summary of Construction Cost Estimate ...................................................................................... 42 Table 7: Summary of Project Management Cost Estimate ......................................................................... 43 Table 8: Summary of 5-Year Operating & Maintenance Cost Plan ........................................................... 44       7  1.0  Introduction  The Stadium Neighbourhood redevelopment project at the University of British Columbia (UBC) will increase commercial and living spaces that will require additional infrastructure upgrades to meet the demands of the growing community. Through the development of infrastructure projects, the regions impermeable areas will increase, raising concerns of environmental damages from excess storm water runoff. Stormwater modeling has identified the neighbourhood is susceptible to flooding as the current storm sewer mains are incapable of storing and transporting runoff in the event of a major storm. The main objective of this project is to design a mixed-use parkade and water detention facility to hold storm water runoff from a 1-in-100-year storm event in the southwest catchment area of UBC, while meeting the stadium capacity for parking spaces.   This report examines the detailed design of the parkade and stormwater detention reservoir. Key components of the project are evaluated based on their respective design criteria as per structural, technical, regulatory, communal, and environmental considerations. Construction specifications are incorporated through detailed drawings, work schedules, and a cost estimate. Independent contributions by members of the Stormside consulting team are illustrated in Table 1 below.       8  Table 1: Contributions from Each Member Tasks Tanvir Brenna Colin Gabriel Peggy Nicole Executive Summary ✓           Table of Contents       ✓     Introduction ✓           Project Overview ✓      Pipe Network Design        ✓   Detention Tank Design      ✓  Stormwater Management Methods   ✓ ✓ ✓ ✓ Pump System Design   ✓    Parkade Structure Design  ✓ ✓  ✓  ✓ Standards and Modelling Software   ✓  ✓ ✓ Traffic Flow      ✓ Stakeholder Engagement      ✓ Construction Schedule   ✓     Construction Workplans    ✓       ✓ Cost Estimate  ✓  ✓       Service-Life Maintenance Plan       ✓    Conclusion ✓          Detailed Designs  ✓   ✓ ✓  Formatting   ✓ ✓ ✓       9  2.0 Project Overview  2.1 Design Requirements to Address Key Issues The design is required to meet the goals outlined in UBC’s Integrated Stormwater Management Plan, as well as those determined by the client: the UBC SEEDS Sustainability Program. The parkade must have the capacity to meet the demand for stadium and commercial areas, while having entrance and exit locations easily accessible to minimize traffic flow disturbances on West 16th Avenue and East Mall. One of the main stormwater management requirements is to prevent further erosion of the nearby cliffs and minimize disruption to the surrounding habitat. It is also important to minimize flooding in the new neighborhood, roads, and nearby botanical garden. This can be achieved by ensuring that the storage tanks are able to hold the full volume of water from a 1-in-100 year storm event. This has been calculated using past data in the form of an EPA SWMM Model in relation to the catchment area determined in the project scope. The water captured in the storage tanks requires treatment to meet acceptable standards before being discharged off campus.  The design must also have a focus on sustainability, and ideally incorporate natural stormwater solutions and potential water reuse. Finally, human safety should be held paramount, both in the usage and construction of the facility. 2.2 Regulatory Requirements As this is a mixed-use project on UBC campus grounds, there are a number of regulations that must be followed. Stormwater management requirements fall under four different Acts; two from the BC Provincial government and two from Canada’s federal government. These are the federal Fisheries Act and Canadian Environmental Protection Act, and the provincial Water Act and Environmental Management Act. They provide restrictions on water discharge quality for fish habitat protection and pollution prevention, water diversion, and waste management respectively. UBC has also committed to providing a water quality similar to that outlined in Metro Vancouver’s Integrated Liquid Waste    10  Management and Resource Plan. The construction process should also adhere to Occupational Health and Safety Guidelines enforced by WorkSafe BC.  2.3 Stadium Neighbourhood The project site is located within the Stadium Neighbourhood on the southwest corner of UBC’s Point Grey Campus. The location of the site was selected through UBC’s Land Use Plan which consists of detailed guides for future developments for each of UBC’s six neighbourhoods. The plans are prepared by UBC’s administration, receiving input from the community of students, residents, staff, stakeholders and partners. The guiding principles for this plan include building long-term value, creating a community, enhancing ecology, and environmental sustainability. The Stadium Neighbourhood redevelopment will consist of the new stadium, residential housing, and commercial spaces all within the boundaries outlined below in red, Figure 1.   Figure 1: Stadium Road Neighbourhood Redevelopment at UBC    11  2.4 Site Overview The site for the parkade and detention tank is located on the corner of West 16th Avenue and East Mall enclosed in red in Figure 2. The entire Stadium Neighbourhood is 22 acres while the location of the parkade is approximately 2.5 acres. The new stadium and bleachers will be constructed on top of the parkade structure which will have three levels, the top two levels for parking and the bottom level serving as the detention tank for stormwater runoff. UBC’s Botanical Gardens are adjacent to the site which will receive treated water leaving the detention tank for water reclamation efforts. Leading down West 16th Avenue to the West are the steep cliffs that currently direct overflowing stormwater to the ocean. Presently the site is occupied with vegetation which will be replanted to the West of the site. The site is on a mild slope allowing for the use of gravity-fed piping networks and catch basins. With UBC’s campus built on Musqueam territory Indigenous stakeholder engagement will continue through public consultation, from the early design phases to the completion of construction.   Figure 2: Project Site Location     12  3.0 Design Summary 3.1 Pipe Network and Detention Tanks 3.1.1 Design Criteria  City of Vancouver Utilities Design & Construction Manual was used as a guideline for designing the drainage system. All gravity pipes will have a minimum grade of 2%, as per the manual. Pipes will have a minimum depth cover of 2m, higher than the 1.5m minimum, to ensure safety. The minimum vertical clearance between stormwater pipes and any utilities will be 0.5m. The detention tanks will be constructed of concrete under the parkade. See section 3.4.1 for structural design criteria. 3.1.2 Technical Considerations Mains in the existing network will be upgraded if they do not have the capacity to handle 1-in-100 year storm events. Pipes were sized using the rational method for the catchment area. In order to control pipe flow, valves will need to be installed, so existing concrete pipe should be replaced with ductile iron. The inlet pipes will need to clear the parkade ramp while maintaining sufficient grade for a gravity system. They will need to be the same size as the storm main, as only one valve will be open until the tank 1 fills up, followed by tanks 2 and 3. Outlet pipes will use a smaller diameter, as they will part of a pressurized system. The pipes after the pump will require pressure reducing valves, bringing flow to the channel and to the 16th Avenue main.  The total capacity of the detention tanks was estimated using the rational method. This was done with 1-in-100 year storm intensity using Metro Vancouver’s 2009 IDF curve, using the contour lines to find the approximate catchment area, calculating the time of concentration with the longest flow path, and approximating runoff coefficients. The storage tanks are primary means of stormwater management in this design and are located underneath the parking lot, which provide a convenient place to reduce the overall system’s land use footprint.    13  3.1.3 Design Components  The upgraded pipe network will consist mainly of ductile iron (DI) pipe. The existing storm main on East Mall is a 300mm concrete pipe with flow heading SE. This will be replaced with 300mm DI, along which valves and wyes can be installed. Three 300mm DI pipes will be installed connecting the proposed East Mall main to the inlets of each of the detention tanks. The same pipe size was used as only one tank will be filled at a time, with valves closed for the other two. Gate valves will be installed on each inlet pipe at the wye and at the 45-degree elbow at the wall of the tank to control the flow.  Tank 3 will be filled first, followed by tank 2 and tank 1 during high intensity storm events. The tanks will each have two outlet connections, one to the outfall, via the W 16th Ave main, and one to the channel. All outlet pipes will be 200mm DI, as these pipes will be pressurized. For the channel system, one outlet pipe from each tank will tie into another pipe, via 90-degree elbows, and flow will reach the pump system. Flow will then be pumped up to the surface. A pressure reducing valve (PRV) will be installed to bring the pressure down to allow the system to transition back to a gravity system in the channel, before flow reaches the dry pond. A similar configuration of outlet pipes, pumps, and a PRV will be installed for the outfall system. The PRV be upstream of the existing 300mm RC storm main tying into W 16th Avenue. This system will also return to a gravity system.  Sensors will be installed to determine current water level. Once the tanks have reached 80% capacity, channel valves will be opened and pumps turned on. If the water level continues to rise and reaches 90% capacity, discharge into the outfall will begin. Both systems will use two pumps, installed in parallel, to bring water to surface level.  Detention tanks will be constructed under the parking levels to minimize damage caused by a leakage and to reduce inlet pipe size with increased grade. The tank depth will be 3m, based on an estimated catchment area of 1.5 km2. The total volume of the tanks will be approximately 36,300 m3. The inner    14  walls of the tank will have waterproof lining to prevent water and moisture from deteriorating the structural integrity of concrete. 3.2 Pump System 3.2.1 Design Criteria  System curves have the following design factors: elevation head, friction and minor losses, as well as demand flows. Pump selection must take these criteria into consideration in order to design the most effective pump system. 3.2.2 Technical Considerations  High and low operating scenarios were developed based on the major and minor head losses from pipe network characteristics, pipe fittings, as well as required conveyance elevations.  The dynamic head requirements for both operating scenarios are relatively low. High flows are required to safely discharge flow from the tanks during the durations where capacity reaches the maximum during high intensity rain events. Running a system of pumps can consume large quantities of energy; selection pumps required consideration of impeller diameter, operations speed and pump efficiency are factors when determining total power input into the system. 3.2.3 Design Components  The pump room will be located southwest of the storage tanks and 2 m below the bottom of the storage tanks. The system configuration includes 2 sets of twin low head high flow pumps of 7.5 inch impeller diameter, run in parallel, and joining at a single discharge pipe for each set. This system adds redundancy during maintenance and is convenient for when a higher or lower flow is desired. One set will be used to convey water from the detention tanks up to the channel flowing into the dry pond. The other set will be used for emergencies where flow into detention tanks exceeds the rate of pump flow out of the detention tank into the channel. The outlet for this emergency set will be tied-in to the existing outfall adjacent to W    15  16th Ave. All pipes connected to the pumps system have been designed with a Hazen Williams coefficient of 140.   The system high operating system was created based on the low upstream tank elevation head and two pumps running in parallel for a large storm event. During this scenario, the most head losses are experienced as water is drawn from all 3 detention tanks and through the highest number of pipe fittings and longest pipe lengths. Head losses for one set of two pumps in this scenario come from 9 gate valves, 4 90 degree bends, and 102 m of pipe. The operating point for the system during this scenario is 0.073 m3/s of flow with 13.2 m of total dynamic head. When the emergency set of pumps is running an additional 0.073 m3/s of flow will be available for total of 0.146 m3/s. The 100% speed of these pumps is 1750 RPM and consume 9.3 Horsepower at 70% efficiency. At 0.073 m3/s of flow a retention time of 114 hours is need to convey the full tanks storage and 57 hours during 0.146 m3/s of flow.  The system low operating scenarios consists of only a single pump running and will be used during common rain events. Water is drawn from only tank 1 and flows through 5 gate valves and 2 90 degree bends. The system operating point is 0.051 m3/s and 11.9 m of total dynamic head. 3.3 Stormwater Management Methods 3.3.1 Design Criteria The design of stormwater management systems was developed based on the goals and planning practices outlined in the UBC’s Integrated Stormwater Management Plan, 20 Year Sustainability Strategy, and UBC Vancouver’s Campus Plan. The design seeks to follow the three main objectives of the UBC Integrated Stormwater Management Plan: reduce the flow of water off-campus, reduce impacts of flow off campus, and maintain or enhance water quality at boundaries of the campus.    16  3.3.2 Technical Considerations  A major technical consideration for managing the excess stormwater is capturing as much overland flow as possible in the catchment area and releasing this water in a slow and gradual manner. When these flows cannot be captured subcritical flows should be maintained in all control structures to avoid flow leading to cliff erosion, and soil material movement. As pollutants, such as oils and heavy metals, from road surfaces are picked up and washed along with overland flows, consideration for re-release of these waters must include cleaning to ensure the health of surrounding ecosystems. 3.3.3 Design Components  During heavy rainfall events, water will first be pumped to a terraced bioswale channel leading to a grassy dry pond. Once the dry pond has reached capacity, the emergency outfall valves will be opened and pumps turned on to direct additional flow to the cliffs. The outfall pipe will be installed along W 16th Ave. for accessibility during maintenance and repairs. A smaller pipe diameter can be used as the outfall pipes will only be used when the dry pond and tanks are full. Release rates will be controlled as well. The pipe will be 300mm RC for the entire run as grade will increase and no other pipes will be discharging into it.  Additional pipes will be installed to direct water to the Botanical Garden sections east and west of SW Marine Drive. These pipes will be installed downstream of the pumps and will divert flow to the garden.  The existing football field site will be converted into the dry pond for the overflow situations during heavier events. This pond is sized with the similar dimensions to the field. The area of the pond is 15,000 m2 and will hold at least an undrained water level of 1.5 m during extreme storm events with additional storage within the permeable soils below the grassy surface. A sample cross section of the dry pond is presented in Figure 3 below.    17   Figure 3: Typical Detention Pond  The bioswale terraced channel is designed similar to the existing University Boulevard water feature to a smaller scale. Through the terraced channel pools, oxygenation of the stagnant water from the detention tanks will allow for healthier discharge into the surround environment. The terraced channel will be bedded with 1 to 3 inch diameter river drain rock to prevent scour of channel of permeable infill.  As water flows through the connecting channel, the discharged water will be cleaned and treated through biofiltering flora. Native species such as Western Sloughgrass, Softstem bulrush and Bur reed are able to provide biofiltration at depths up to 0.3 m. A typical channel pool cross section can be seen in Figure 4.  Figure 4: Terraced Channel Cross Section    18  The channel includes 3 terrace pools sized 5 m long each and a distribution box for a total length of 18.2m. Total depth of the channel pools is 0.4 m and the depth of water inside the channel depends on the flow from discharge from the pumping system. To maintain subcritical conditions through the maximum pumped flow of 0.076 m3/s, the peak pool water level is sized 0.3 m in height with 0.3 m width. Flow from pool to pool will be controlled by overflow weirs when peak water levels are reached. The flow path from the tanks to the dry pond through the channel is shown below in Figure 5.  Figure 5: Conceptual Profile Drawing of a Terraced Channel 3.4 Parkade 3.4.1 Design Criteria  The parkade design adheres to the 2015 NBCC (National Building Code of Canada) and all relevant CSA (Canadian Standards Association) codes. The ultimate and serviceability limit state designs were followed in the design process. The reinforced concrete structures meet the minimum requirements followed in CSA A23.3-14 code of design of concrete structures. The CSA S413-14 code of parking structures was also referenced and reviewed.     19  In particular for loading scenarios, load cases in the NBCC were followed to calculate live, dead, and snow loads. All designs were done to sustain the governing load case. As each floor contained various loadings, they were split up into loads for each separate level. A factored load combination was used for each floor, which then became the basis for Limit States design.  In regard to the geotechnical aspects, the geotechnical report completed for Wesbrook Dr. and W 16th Ave was used to obtain allowable bearing pressures and general foundation requirements to ensure pressure limits on the soil are not exceeded.  3.4.2 Design Components  The parkade covers a 110m by 110m area with approximately 700 parking stalls in total (350 stalls per level). There will be two parking levels, with one level of stormwater detention tanks below the parkade. Rebar reinforced concrete slabs, beams, and columns all construct of the structure.  3.4.2.1  Concrete Mix Design The concrete mix design will have a 30MPa concrete yield strength with a water to cementing materials ratio of 0.45 due to the exposure to sulphates from the surrounding soil. Supplementary cementing materials (SCM), particularly fly ash, will be used to reduce the amount of CO2 released and to increase strength. Concrete materials include cement, SCM, aggregates (fine and coarse), and water. Corrosion-inhibiting admixtures will be added to slow the corrosion of the steel reinforcement, as well as a waterproofing admixture to make the cement more water resistant. Type HS (high sulphate) cement will be used due to soil being expose to sulphate and an approximate density of 2400kg/m3. The range in air content in coarse aggregate is 4-7% when using 14-20mm nominal sized aggregates, with a unit weight of 1700kg/m3.  The 30MPa structural mix material proportions are as follows (Table 1): Table 2: Ingredients of Concrete Mixture    20  Water (kg/m3) Cement (kg/m3) Coarse Aggregate (kg/m3) Fine Aggregate (kg/m3) Supplementary Cementing Materials (kg/m3) 190 355 1122 576 68  3.4.2.2  Structural Loading All portions are constructed to sustain the shear and flexural forces from dead and live loads. A live load of 2.4kPa and 1.9kPa for snow load is specified to be the minimum for the structure. An assumed dead load of 50kPa includes the soil load, people load, and self-weight (includes concrete density of 2400kg/m3 and rebar). This dead load is for parkade level 2. The columns, beams, and slabs on level 1 will only take the live load, snow load, and a dead load of 25kPa. The level 1 dead load accounts for the self-weight and soil load on the concrete structures. Though Figure 6 describes the 4th level loading to be on top of the parkade instead of describing the 1st  level, the figure is meant to describe the total/maximum loading on the parkade.    21   Figure 6: Side View and Total Loading of Parkade The geotechnical report completed for Wesbrook Dr. and W 16th Ave is used to obtain allowable bearing pressures and general foundation requirements to ensure we do not exceed pressure limits on the soil. Due to the soil type of the area, the maximum pressure allowed is 150kPa. As each floor contained various loadings, they were split up into loads for each separate level. A factored load combination was used for each floor, which then became the basis for Limit States design. 3.4.2.3  Column and Foundation The columns are designed as squares of 0.5m in width and 3m in height for each floor. They are evenly spaced 5m in the north-south direction and 10m in the east-west direction on each floor. The axial demand for each column increases as it descends through the floors, as the column takes on more load, with a maximum loading at the bottom of the detention tank. Hence, all columns are designed equally to match the demand of the base column, with increased rebar    22  reinforcements the lower the floor. The parkade level one columns are reinforced with 4-30M bars, the parkade level two columns are reinforced with 4-30M and 4-25M bars, and tank level are reinforced with 8-45M bars.  The spread footing capacity for each of the interior columns is required to meet the design demands for the live and dead loads from the levels above and distribute over the soil below. With the columns designed as 3m high, 500mm squares for each of the 3 floors the centric load is uniformly distributed over the foundation. The isolated footings as seen in Drawing SRN-001-D8 are designed with a square 7 x 7 grid of 35M rebars underlaid with 70mm spacers to achieve an adequate concrete cover. The 35M rebar cage is assembled with each rebar spaced at 450mm with a 75mm concrete cover at each end. Connected to the rebar cage are the 4-30M column rebars bent in 90°, acting as a column ‘shoe’, to have an evenly distributed transfer of the above loads. The rebar cage is then used to resist shear forces and bending moments from the effects of upward soil pressures. Footings are designed to a height of 700mm, which form a 3100mm square after the concrete pour. 3.4.2.4  Slabs and Beams The one-way slab T-beams span across the 110m length of the parkade and are spaced 5m in the north south direction and 10m in the east west direction. The beams are 800mm in height, 300mm in thickness of the slab portion, and 500mm wide in the web. T-beams in the north south direction are reinforced for negative moments with 6-20M @250mm at the column supports, where the beam and column intersect, and 20M @50mm between the columns. For tension reinforcement, the T-beams that are not connect to the walls are reinforced with a total of 10-35M bars with the two layers of reinforcement. T-beams that are connected to the walls are reinforced with 5-35M bars with two layers of reinforcement. T-beams in the east west direction have reinforcement identical to the north south direction at the columns and have positive reinforcement of 5-20M    23  @65mm where no column supports exist. For tension reinforcement, the T-beams that are not connect to the walls are reinforced with a total of 5-20M bars with the one layer of reinforcement. T-beams that are connected to the walls are reinforced with 3-20M bars with one layer of reinforcement. The T-beams in mid spans where no columns are present there have positive reinforcements of 20M @85mm installed.  Shear reinforcement in the north south direction are reinforced with 10M@450mm starting from 4m from the web of the beam to 3.2m from the web of the beam. From 3.2m to the web of the beam requires shear reinforcement of 10M@100mm. No shear reinforcement is required in the east west direction because the concrete shear resistance is larger than the maximum shear force.  3.4.2.5  Retaining Wall and Foundation The parkade walls are designed to withstand horizontal loading from the soil and stored water at the base of the parkade. The walls are 360mm thick and have a 10.4m height from the base of the footing. From the footing to the top of the wall, rebar reinforcements are laid in both horizontal and vertical directions. Specifically, horizontal shear reinforcement of 15M @275mm and vertical flexure reinforcement of 15M@200mm will be used. The square footings at the walls and column bases are designed for flexure and two-way shear, which are 3.1m in width and 700mm in height. The positive reinforcement used is 7-35M @450mm.   Foundation solutions designed for the exterior retaining walls as strip footings are illustrated in Drawing SRN-001-D7. The strip footing is designed similar to the spread footing with a grid of 35M rebars placed for flexural resistance in the traverse direction and reinforcement in the longitudinal direction to distribute the concentrated loads over the entire footing. Dimensions of the wall footing are similar to the spread footing with a height of 700mm and width of 3500mm, while the retaining wall itself is 360mm wide. The strip footing has a toe length of 1300mm    24  designed as a cantilever to support the wall, with the critical moments at the front face of the toe. The wheel of the footing supports the weight of the backfill material, and has a length of 1840mm to balance overturning moments of the wall due to lateral earth pressure, combined with pore water pressure. A sufficient bond strength is developed by using the required development and lap lengths. 3.4.2.6  Waterproofing  Waterproofing membrane will be applied to the exterior concrete surfaces of the parkade, bottom of the slab on grade, and the detention tank interior. On the top of the parkade, the slab will have a 2% slope to prevent any pooling of water on the membrane. In addition to waterproofing membrane, PVC water stops will be installed within the concrete slabs and walls. This is a plastic sheet that prevents the flow of liquids through the whole concrete depth, and is commonly used throughout various construction projects. As mentioned in the concrete mix design section (Section 0), a waterproofing admixture will be added to the concrete mix for added water resistance. 3.4.3 Technical Considerations  Reinforced concrete was the primary material chosen for construction of the underground parkade and stormwater storage facility. As concrete parkades are a common and robust construction method, it increases both the quality of contractor bids and construction progression. Abundance of field expertise on concrete construction and easily accessible building materials will expedite procurement and construction. 3.4.3.1  Column and Foundation Interior square columns are reinforced with rebar that stretches through three floors of the parkade structure, which connects to a spread footing at the foundation. Rebar cages give strength to the footing, and rebar of sufficient development length connects the column and footing for    25  strong bond and flexural strength. Sufficient shear reinforcement provides resistance to any shear propagations at the column-beam interface.   A square spread footing foundation was utilized to support the underground parkade, with the footings planted below the columns on the underside of the slab on grade. With the apparent load path travelling straight down columns on each parkade floor, the footing could be properly designed to uphold the entirety of the column load. As the parkade has equal width and length, proportionality in the footing dimensions would make for better symmetry and load distribution. The addition of strap beams to connect each spread footing evenly distributes the load by alleviating point load pressure on the below subgrade soil. 3.4.3.2  Slabs and Beams One-way reinforced concrete T-beam slabs were chosen due to their predictable load path that can be used to identify deficiencies and provide adequate reinforcement where necessary. Concrete columns were also designed to have a square cross section to provide symmetry in all directions and an evenly distributed load transfer from slab to column to footing.  The slab on grade has been designed to control cracking via volume changes in concrete, drying shrinkage, and cooling contraction by implementing joints in the slab. Control (contraction) joints are used to control tensile stresses in the slab and isolation (expansion) joints are used to separate the slab from adjacent walls and columns. The underside of the slab will also be laid with a polyethylene moisture barrier and appropriate depth of gravel to prevent contact of moisture with the concrete. 3.4.3.3  Retaining Wall and Foundation The exterior retaining wall contains longitudinal and transverse rebar formation to sustain moments in two directions. The spread footings below have similar dimensions and rebar    26  structure to column spread footings. Again, sufficient bond strength is developed by using the required development length. To give extra stability to the surrounding soil, reinforced concrete anchors with a free length and bond length portion can be drilled into the soil through the exterior retaining walls. This is a provisional item that offers more stability to the parkade and ground, though is not necessary. Details can be seen in Drawing SRN-001-D7.   3.4.3.4  Waterproofing  In order to protect concrete surfaces from moisture exposure, preventative measures of water stops and waterproof membranes were implemented. This is to ensure that the reinforced concrete operates at full capacity with minimal corrosion via contact with water or moisture. As the concrete tanks will be holding water as well, possibilities of leakage are to be minimized. Propagation of water flow through the concrete walls will result in negative effects to its structural integrity and possible contamination in the surrounding backfill and natural soils.        27  4.0  Modelling Software  4.1 Topographical Mapping ArcGIS Pro was used to create a topographical map of the project site and the UBC campus based on the supplied data from the client. Elevations for key project components were based on this map and elevation profiles for the parkade structure were generated in AutoCAD. The catchment area and flow path were also found using this topographical map. 4.2 Stormwater Estimates The EPA SWMM Model provided by the client was used to extract stormwater data for both 1-in-100 and 1-in-10 year storms. The average runoff coefficient based on the imperviousness of ground and roof surfaces is 0.77.  In the 1-in-100 year storm model, the 24 hour total rainfall at the provided rain gauge was 129 mm. The combined total runoff volume for all subcatchments over the entire campus was 380,000 m3. The primary outfall for the Thunderbird Stadium area experienced a total discharge volume of 55,000 m3 at an average flow rate of 0.713 m3/s.  There was 92 mm of rainfall over 24 hours in the 1 in 10 year model. The total rainfall volume over the entire campus was 255,000 m3. The total discharge volume was 37,000 m3 at the primary outfall for the Thunderbird Stadium area with an average flow rate of 0.482 m3/s. 4.3 Design Software AutoDesk AutoCAD 2019 was the primary software used to draw plan and profile views of the parkade levels, tank, and pipe network. Surrounding roads, surface elevations, and depth of excavation are also shown in the AutoCAD drawings. A full set of detailed, issued-for-construction drawings can be found in Appendix 1 of this report.    28  5.0  Traffic Flow  The traffic and people flow to, from, and within the parkade are designed to minimize the impact on the current traffic network and for the efficiency of the users. The entrance and exit of the parkade are located on East Mall where there is a lighter traffic flow than the adjacent W 16 Ave. The parkade was designed in accordance to the Canadian Parking Association Standards and allows cars to move effectively through the structure. There are staircases and elevators located in three corners of the parkade to transport users up to the stadium and commercial areas, as seen in Figure 7 below. Signs will be placed both inside and outside the structure to effectively facilitate the flow of users and vehicles.  Figure 7: Traffic Flow in Parkade      29  6.0 Stakeholder Engagement  6.1 Stakeholder Identification A number of stakeholders have been identified for the project. These stakeholders are people, groups, or organizations that will be impacted by or have interest in the design outcome. The main identified stakeholders are as follows:  UBC SEEDS Sustainability Program  UBC Environmental Services Facility  UBC Students, Staff and Faculty  Future Neighbourhood Residents  Metro Vancouver  UBC Botanical Gardens  UBC Thunderbirds  UBC Campus and Community Planning These stakeholders would most likely all be affected by a storm event in the south campus area and would benefit from a well-designed stormwater solution. Each of the UBC organizations would be closely involved in the planning of the design and will be consulted for information on the best direction for the project. The UBC students, staff, faculty, Thunderbirds, and future residents would be likely to make use of the stadium and parkade. Metro Vancouver would be involved in the routing of water off campus and control of water quality. UBC Botanical Gardens also desires for a design that reduces flooding in their area, and possibility to use gathered water for irrigation.  6.2 Stakeholder Consultation Stakeholder consultation is necessary in order to find a design that most benefits all members that will be affected by the project, and is a way to ensure that all voices are heard, and listened to. The main stakeholder consultation would be in the form of public consultation events, where members of the public    30  are invited to come and weigh in on different design options, make suggestions, and voice their comments and concerns. There may also be focus groups with some of the UBC organizations to make sure that all project goals are being addressed, and to get valuable information from members who have worked on other similar projects on campus. Flyers and signs will also be distributed and posted throughout the implementation process to give notice of project progress and upcoming milestones. This can also serve as an opportunity to once again allow stakeholders to voice their concerns.   6.3 Stakeholder Implementation Stakeholder engagement is a way to get valuable suggestions and information about the best direction for the project, and will be treated as such. The stakeholder engagement will be one of the main factors in choosing an optimal design, which benefits everyone that will be using the facilities. Experts in UBC land use, stormwater management, and environmental services will be consulted for their expertise in the respective areas, and groups such as the Botanical Gardens will be worked with to find opportunities for sustainable solutions that include water reuse. The engagement should ensure that the project is safe, efficient, environmentally beneficial, and meets all requirements that the UBC SEEDS Sustainability Program has put in place. 6.4 Indigenous Stakeholders The project will be built on the traditional, ancestral, and unseeded territory of the Musqueam people and it is very important to have close consultations with the group throughout the design and construction of the facility. Similar to other stakeholders, they will be invited to join public consultations with focus groups present to obtain feedback and suggestions for the project. During the excavation phase, there will be an archaeological assessment to ensure that the site is clear of cultural significant remains within site boundaries, as the parkade will be located at a lower elevation than has been previously excavated in that area. Lastly, the Chance Find method training will be required of all on-site workers during excavation and construction to guarantee proper procedures are adhered to if archaeological material is to be found.    31       32  7.0 Construction Work Plan  7.1 Construction Requirements The project is required to be completed on time and on budget, with construction taking place over the spring and early summer months so that the stormwater system is operational for the coming Fall of 2019. Laydown areas on site will be in convenient locations to maximize efficiency on the job site. During construction there will be traffic management to minimize disruption to W 16th Avenue and East Mall. A change management protocol will be put in place to smoothly implement any changes that may be incurred due to unforeseen problems and conditions during construction. There should also be weekly project review meetings held to discuss issues and generate solutions. To ensure quality, inspections will be held at regular intervals for all aspects of the project. All completed work should be photo documented and filed to be easily accessible in the future. At all times, safety should be held in the highest regard, with all workers understanding and abiding by the WorkSafeBC safety regulations.   7.2 Construction Sequence Construction work is scheduled to maximize efficiency on the jobsite. It is created around the decision that the project is more schedule-controlled than cost-controlled; therefore, the construction plan is more focused on completing tasks on time.  Demolition is not within the scope of this project; therefore, the field should be ready to begin construction on May 1, 2019. Due to the arterial roads surrounding the construction site, a gravel area shall be created so concrete and material-transport trucks have clear and easy access to the site. This will reduce the traffic, traffic safety issues, and traffic control personnel due to construction. Additionally, during the construction of the parkade and the detention tanks, Thunderbird Stadium cannot be used. Any practices or games that require a field shall be held at Warren Field. Extra bleachers shall be set up on game days for spectators.     33   Temporary fencing shall be installed for jobsite control. This shall occur directly after the site clearance. Coordination will ensure they will not interfere with construction work. Locations of material storage areas, work office trailers, fenced-in construction site, and parkade/detention tank location are shown in Figure 8. This figure does not include the construction work/demolition of Thunderbird Stadium; the figure only focuses on the detention tank and parkade construction site.  Figure 8: Construction Site Surveying shall occur to determine all control points for grading after excavation. Grading allows proper placement of the detention tank foundation. Formwork placement will start at the highest elevation and  Tank Location   Fenced in construction site   Location of storage areas and trailers     34  proceed to the lower elevation. A temporary rainwater drainage system shall be installed after survey work has been completed. After the formation of the detention tank, inspections shall occur to check waterproofing and structural components before the construction of the parkade. Following after inspections, the parkade construction shall begin with parkade formwork being placed, with the level 2 being constructed first, then level 1. 7.3 Anticipated Issues There are a number of issues that may arise during construction. Though borehole soil investigations will be conducted, there is always uncertainty with underground soil conditions. There may also be issues that result in changes to the scope or design of the project, which will be dealt with as stated above by a change management protocol. Weather issues could possibly delay construction; however, measures will be taken by the project manager to ensure that the project stays on track. There is also the possibility of archaeological objects being found, which will be responded to promptly following the Archaeological Impact Assessment Guidelines.      35  8.0 Service-Life Maintenance Plan 8.1 Operation and Maintenance Plan The design service life of the underground parkade and detention facility is estimated to be 100 years. Maintenance and inspection requirements are listed in Table 3. A more detailed maintenance duration and description of specific parts of the facility are detailed in Table 4. A cost estimate for these maintenance components are further detailed in Section 10.  Table 3: Maintenance and Inspection Requirements  General Component Maintenance Period Description Washing and Cleaning Maintenance  Annual Clear parkade and tank of any debris, and clean out collected dust and surface contaminants via pressure washing.  Safety Inspection 2 Years Inspect all emergency response equipment and procedures, and ensure they adhere to UBC’s policies  Table 4: Component Specific Maintenance Facility Component  Maintenance Period Description Detention Tank Monthly or After Extreme Storm Event Inspect physical state, pipe system, and pumps, as well as cleaning the tank to maintain standards. This includes cleaning and checking for residual water, grit cloggers, and sedimentation Pipe Network Every 5 years or when attention is needed CCTV inspections for all the pipes will be conducted every 5 years. Repairs will be made if CCTV reports indicate damages. Pumps  Semi-Annual Pumps in the channel system will be expected to be in use much more frequently than those in the outfall system, and will be inspected semi-annually and repaired as necessary. Pumps in the outfall system will only be use during high intensity storm events, so for an average year, will not be expected to be in use at all. These pumps will be run twice a year and inspected. Parkade – Structural Concrete and Rebar Monthly Inspection and repairs of waterproof membrane, corrosion inhibitors for corroding rebar/concrete, grout/fill any cracks Parkade – Painting and Coating  Annual Repaint worn out traffic and parking stall paints. Inspect for wearing down of fireproofing coating and replace as needed    36  Mechanical Systems Bi-Annual or Post Failure of System Inspect for wearing or creep of any mechanical parts, especially of elevators and ventilation system. Ensure installation of new parts do not inhibit the structural capacity of the parkade Electrical Systems Bi-Annual or Post Failure of System Inspect for broken fluorescent light tube or bulbs, as well as electrical wiring and conduits that require repairs  8.2 Emergency Response Plan The Emergency Response Plan (ERP) outlines emergency management planning procedures that addresses risk assessments developed for the project. WorkSafe BC shall be notified of any incidents with potentially significant impacts on people or environment off site, in addition to notifying the University of British Columbia and project team. This plan will operate alongside the Health and Safety Plan and Traffic Management Plan developed by the contractor.   Emergency contact lists shall be located within the project office during construction, and within several locations of the parkade (especially the service rooms). This should include emergency contacts to the local emergency assistance agencies, including 911, ICBC, FortisBC, BC Hydro, etc.  Flash and issue reports shall also be used to provide operation and maintenance members of the facility with notifications of validated information of a serious event. They act as a communication tool between management and frontline supervision to investigate the event, and will be separated by the severity of the event.  The general evacuation response procedure and on-site injury response procedure produced according to the standards of the University of British Columbia shall be adhered to evacuate all staff and facility users, as well as treating any injuries according to its severity. Other response plans that should be developed by the owner include:    37   Environmental Spills  Site Security  Dangerous Goods/Hazardous Substance Incident  Vehicular Collision  Excavation Instability and Collapse  Utility Damage and Release As the owner will be operating and maintaining the facility, they should have site evacuation routes, emergency equipment, and designated First Aiders in place in case of any emergencies.      38  9.0 Construction Schedule  The Stadium Underground Parkade and Water Storage Management Plan will commence on Monday, February 2, 2019 and finish on Monday, September 11, 2019. Construction begins on May 1, 2019, with bidding, permitting, procurement, pre-construction work, and mobilization all completed before this date. With limited disruptions in construction schedule due to lighter traffic and bystanders in the summer, faster project progression is estimated. The schedule consists of standard 5-day work weeks from Monday to Friday, barring any statutory holidays. Work days on-site have been estimated to begin at 08:00 and ending at 17:00, accounting for a one-hour lunch break and two fifteen-minute breaks. The full proposed schedule can be found in Appendix 1: Project Management Schedule.  The schedule is separated by its major tasks: Project Start Up, Pre-Construction, Site Works, Detention Tank Construction, Pipe System Construction, Parkade Construction, Mechanical & Electrical Systems, Stormwater Features, and Finishing. Subtasks to construct its corresponding system or structure are listed below the major task, resulting in some repeated subtasks. Two separate crews will be working simultaneously for efficiency; one on the detention tanks and the other on the water pipe system. Both crews will work together as one on the parkade.   A simplified timeline can be seen in Figure 9, showing the number of days predicted for each major task.    39   Figure 9: Project Timeline  Procurement and permit approvals should occur immediately after contracts are signed. Permits and environmental assessments are taken during the tendering process. Detention tanks and the pipe system shall be constructed simultaneously with parkade construction taking place immediately after the formwork of the detention tanks is removed. The pipe system also needs to be finished before the parkade construction because there are pipes connecting the detention tank to the water system. Furthermore, slab formwork shall be removed four days after concrete pouring and curing to ensure the slab has properly set. Additionally, implementation of the mechanical and electrical systems, along with landscaping, should start immediately after parkade inspections. The finishing tasks, such as installing signage and paint jobs, should start while the mechanical and electrical systems are being installed.    40   The site hazard assessment and field review shall commence before excavation or mobilization occurs by the Project Manager. Formal site inspections are not included in the schedule as they will be taken at random by a health and safety executive of work to ensure accurate assessment of the site. Informal inspections shall be conducted by all supervisors when they are out on site. Formal site inspections will be scheduled at random by the worker health and safety representative. Special inspections shall be made if a malfunction or incident occurs on site. Archaeological assessments shall take place as excavation occurs to ensure assessments are done as soon as an archaeological object is found. Since the landscape is being altered on the traditional, ancestral, and unseeded territory of the Musqueam people, excavation may potentially harm archaeological sites. If an archaeological object is found, a formal process shall take place, following the Archaeological Impact Assessment Guidelines.      41  10.0 Cost Estimate  The detailed design was used in the Class B cost estimate for the parkade and stormwater management mix solution. The estimated cost to implement this design is $18.5M, which only includes construction costs and project management costs. Due to the magnitude of this project, contingency is set at 15% of the total project cost, reduced from the preliminary contingency of 20%.  The cost estimate is split into three sections: Construction, Project Management, and Operating and Maintenance costs. The first section includes costs related to implementing the design through obtaining permits, consuming building materials, equipment rentals, activity specific labourers, and additional construction-related costs. The second section consists of costs related to Project Management and professional personnel, such as engineers, additional construction labourers, and technicians. The third section details the annual operating and maintenance costs to maintain the projected facilities and provides an estimated 5-year operating and maintenance cost plan. A cost summary of each section can be seen in Table 2.   The following assumptions were made to complete the cost estimate:  Costs for each item were calculated based on the values referenced in the RSMeans cost database which accounts for site location and the 2019 construction year  Costs not found in the RSMeans were based off of similar precedent project costs  Profit mentioned in the RSMeans means the estimated profit for Stormside Consultants Table 5: Summary of Underground Parkade and Water Storage Project Cost Estimate Cost Type Cost Construction $17,326,000 Project Management $1,165,000    42  Total Project Cost $18,486,000 Operations and Maintenance Cost $2,441,000  10.1 Construction Cost Estimate The construction cost estimate section is divided into separate phases to show the cost of each portion: general, permitting, detention tanks, stormwater sustainable solutions, parkade, and dry pond. The general phase includes but is not limited to temporary facilities, litigation, equipment, and machines. Stormwater sustainable solutions also includes the terraced channel, permeable pavement, bioswales, and tree trenches. The detention tank phase, parkade phase, and dry pond phase include the construction materials as well as labour, overhead, and profit. Contingency is 15% of the total construction cost. The expected construction cost is $17,376,000. Provided below in Table 3 is a summary of the construction cost estimate.  Table 6: Summary of Construction Cost Estimate Phase Cost General $1,230,000 Permitting $183,000 Detention Tank $7,178,000 Stormwater Sustainable Solutions $50,000 Underground Parkade $6,305,000 Dry Pond $127,000.00 Contingency $2,253,000 Total Construction Cost $17,376,000     43  10.2 Project Management Cost Estimate Different rates and quantities were applied depending on the profession (Table XX). The rates include labour, overhead, and profit. The project manager, plus the structural, stormwater management, and geotechnical engineers, are needed during the entire project process and periodically onsite during the construction phase. The environmental engineer, landscapers, and archaeological subconsultants are only needed for certain portions of the project, resulting in a lower overall cost. CAD technicians are only necessary pre-construction, while the field technicians, construction workers, site superintendent, and first aid attendants are only required during the construction phase. The expected project management cost is $1,161,000. In Table 4 is a summary of the project management cost estimate. Table 7: Summary of Project Management Cost Estimate Phase Cost Engineers $433,000.00 Construction Management $130,000.00 On-site Workers $446,000.00 Contingency $152,000 Total Project Management Cost $1,161,000  10.3 Operating and Maintenance Cost Estimate Proper maintenance and inspections ensure that the detention tank can perform during a 1-in-100 year storm during its entire lifespan and that the parkade can function accordingly. An estimated 5-year operating and maintenance cost plan was created to include crucial tasks that are not needed annually. An operational checklist will be created to ensure the structures are in a proper state. Logging records of inspections and maintenance will be kept for each session to allow management to be fully aware of the structure’s current state. Further details of each item are described in Section 8.1.     44  The 5-year operating and maintenance cost plan is estimated at $2,441,000 with its cost summary shown in Table 5. This estimate and maintenance plan will be reviewed and revised in 5 years depending on a number of factors including the condition of the system and the estimated storm impact in the future based on new data, as well as the state of the economy. Table 8: Summary of 5-Year Operating & Maintenance Cost Plan Phase Cost Detention Tank $106,000.00 Mechanical & Electrical $34,000.00 Parkade $178,000.00 Administration $1,805,000.00 Contingency $318,000.00 Total 5-year Operating & Maintenance cost $2,441,000      45  11.0 Conclusion  Through a comprehensive analysis the above solution prepared by Stormside Consulting Limited for the Stadium Neighbourhood provides a detailed proposal for stormwater management and parkade infrastructure. Stormwater modelling for a 1-in-100-year storm using EPA SWMM Model provided the necessary quantity of water required to size the detention tanks. The three tanks are sized to accommodate a total of 36,300m3, in addition to the dry pond capable of storing 22,500m3 of stormwater runoff. This will mitigate environmental damages and prevent overflowing of the existing stormwater mains. The two levels of parking provide a total of 700 stalls meeting the requirement for the Stadium Neighbourhood based on stadium capacity and expected users of the commercial spaces. The quantity of parking stalls takes into consideration the transportation initiatives set by UBC to reduce the total number of trips taken by individual vehicle’s to only one third of the total. The project begins on February 4th, 2019 lasting 148 days until the completion of construction on August 29th, 2019. The total cost for the construction and management of the project is set at $18,486,000 with a contingency of 15%. The 5-year maintenance and operations plan will cost $2,441,000 to operate and will be revised after the first 5 years of service.                46  12.0 References Binnie Black & Veatch Hong Kong Limited, & Kowloon-Canton Railway Corporation. (2000). ENVIRONMENTAL IMPACT ASSESSMENT REPORT. ENVIRONMENTAL IMPACT ASSESSMENT. Retrieved March 31, 2019, from https://www.epd.gov.hk/eia/register/report/eiareport/eia_0442000/Content/Content.htm.  Brzev, S., and Pao, J. (2016). Reinforced Concrete Design: A Practical Approach. 3rd edition, Pearson. City of Vancouver. (2002). Parking and Loading Design Supplement.  Cornell Pump Company. (2015).High Flow Low Head Pumps.  CSA Group. (2015). A23.3-14 - Design of Concrete Structures City of Vancouver. (2016). Utilities Design & Construction Manual.  UBC Campus and Community Planning. (2017). Integrated Stormwater Management Plan. UBC. (n.d.). About the Stadium Neighbourhood. Retrieved March 26, 2019, from https://www.stadiumneighbourhood.ubc.ca/about UBC. (n.d.). Background on the Stadium Neighbourhood. Retrieved March 26, 2019, from https://www.stadiumneighbourhood.ubc.ca/history UBC Administrations. (2015, June 2). Land Use Plan(Rep.). Retrieved March 26, 2019, from University of British Columbia website: https://planning.ubc.ca/sites/planning.ubc.ca/files/documents/planning-services/policies-plans/01-Land Use Plan-2015.pdf WorkSafeBC. (2018). Occupational Health and Safety Regulation          I            Appendix 1: Issued-for-Construction Drawings               DATE:LEGENDPUMPVALVEApril 5, 2019200MM PVC PIPE300MM RC PIPE OPENCHANNELPOLYETHYLENEMEMBRANEDRAWING: SRN-001-COVERSTADIUM ROAD NEIGHBOURHOODUNDERGROUND PARKADES ANDWATER STORAGE FACILITY PROJECTTHE UNIVERSITY OF BRITISH COLUMBIASTORMSIDE PROJECT NUMBER: SRN-001PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONDATE:LEGENDPUMPVALVEApril 5, 2019GENERAL NOTES200MM PVC PIPE300MM RC PIPE OPENCHANNELPOLYETHYLENEMEMBRANEISSUED FOR CONSTRUCTIONDRAWING: SRN-001-00PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONSCSCSCSCSCSCEVEVEVEVEVEVEVEVEVEVEVEVEVEVEVEVEVEVEV EVDDEEDATE:LEGENDDISABILITYPARKING STALLEV PARKINGSTALLApril 5, 2019PLAN VIEW - PARKADE P1SMALL CARPARKING STALLNO PARKINGAREA COLUMNSERVICEROOMISSUED FOR CONSTRUCTIONDRAWING: SRN-001-01PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONSCEVEVEVEVEVEVEVEVEVEVEVEVEVEVEVEVEVEVEV EVFFGGDATE:LEGENDDISABILITYPARKING STALLEV PARKINGSTALLApril 5, 2019PLAN VIEW - PARKADE P2SMALL CARPARKING STALLNO PARKINGAREA COLUMNSERVICEROOMISSUED FOR CONSTRUCTIONDRAWING: SRN-001-02PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPROP 300mm RCPROP 300mm RCPROP 200mm DIPROP 200mm DIPRVPROP 300mm DI STMPROP 300mm DI STMPROP 300mm DI STMPROP 300mm DI STMEASTMALLTO BE ABANDONEDCHANNELTANK 3TANK 2TANK 1DETAIL ADETAIL BDETAIL CDETAIL DDETAIL EDETAIL FDETAIL GDETAIL HBYPASSVALVEBYPASSVALVEBYPASSVALVEBYPASSVALVE300X200REDUCER200 GATEVALVE200 GATEVALVE200 GATEVALVE200 GATEVALVE200 GATEVALVE200 GATEVALVE200 GATEVALVE200 GATEVALVE200 GATEVALVE200 GATEVALVE200 GATEVALVE200 GATEVALVE200 GATEVALVE200 GATEVALVE300 GATEVALVE300 GATEVALVE300 GATEVALVE300 GATEVALVE300 GATEVALVE300 GATEVALVE300 GATEVALVE300 GATEVALVEPROP 200mm DIPROP 200mm DIPROP 200mm DIPROP 200mm DICHANNELCENTRIFUGAL PUMP190mm IMPELLERCENTRIFUGAL PUMP190mm IMPELLERCENTRIFUGAL PUMP190mm IMPELLERCENTRIFUGAL PUMP190mm IMPELLERTO BE ABANDONEDPROP 300mm DI STMPROP 30mm DIPROP 30mm DIPROP 30mm DIPROP 300mm DI STMPROP 300mm DI STMPROP 30mm DI STMPROP 30mm DI STMPROP 30mm DI STMPRVDATE:LEGENDPUMPVALVEApril 5, 2019PLAN VIEW - DETENTION TANK DI PIPE300MM RC PIPE COLUMNTANKPARTITIONISSUED FOR CONSTRUCTIONDRAWING: SRN-001-03PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONCHANNELBYPASSVALVECHANNELOUTFLOW200 GATEVALVEPROP 200mm DI300 GATEVALVEPROP 300mm DIPROP 200mm DIPROP 200mm DI300 GATEVALVEPROP 300mm DI200 GATEVALVEDETAIL IDETAIL IDETAIL JDETAIL KDETAIL LDETAIL ACDATE:LEGENDPUMPVALVEApril 5, 2019PROFILE VIEW - from W 16th AveDI PIPE300MM RC PIPE OPENCHANNELPOLYETHYLENEMEMBRANEDETENTION TANK 1ISSUED FOR CONSTRUCTIONDRAWING: SRN-001-04PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPROP 300mm DI300 GATEVALVE300 GATEVALVEPROP 300mm DI200 GATEVALVE200 GATEVALVEDETAIL MDETAIL NDETAIL ODETAIL ZDETAIL AADATE:LEGENDPUMPVALVEApril 5, 2019PROFILE VIEW - from W 16th AveDI PIPE300MM RC PIPE OPENCHANNELPOLYETHYLENEMEMBRANEDETENTION TANK 2ISSUED FOR CONSTRUCTIONDRAWING: SRN-001-05PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONBYPASSVALVE300 GATEVALVE300 GATEVALVEPROP 300mm DIPROP 300mm DI200 GATEVALVE200 GATEVALVEDETAIL PDETAIL QDETAIL RDETAIL SPROP 200mm DIPROP 200mm DIPROP 200mm DIPROP 200mm DIDETAIL ABDATE:LEGENDPUMPVALVEApril 5, 2019PROFILE VIEW - from W 16th AveDI PIPE300MM RC PIPE OPENCHANNELPOLYETHYLENEMEMBRANEDETENTION TANK 3ISSUED FOR CONSTRUCTIONDRAWING: SRN-001-06PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION200 GATEVALVE200 GATEVALVE200 GATEVALVE200 GATEVALVE200 GATEVALVE200 GATEVALVE200 GATEVALVECENTRIFUGAL PUMP190mm IMPELLERCENTRIFUGAL PUMP190mm IMPELLERDETAIL A-ADETAIL B-BDETAIL C-CPROP 200mm DIPROP 200mm DIPROP 200mm DIPROP 200mm DIPROP 200mm DIPROP 200mm DIPROP 200mm DIPROP 200mm DIPROP 200mm DIPROP 200mm DIPROP 200mm DI200mm PRVDATE:LEGENDPUMPVALVEApril 5, 2019PROFILE VIEW - from EAST MALLDI PIPE300MM RC PIPE OPENCHANNELPOLYETHYLENEMEMBRANEWEST WALLISSUED FOR CONSTRUCTIONDRAWING: SRN-001-07PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONW 16TH AVEPROP 300mm STMPROP 300mm STMPROP 300mm STMEX 300mm STMTO BE ABANDONED300 GATEVALVE300 GATEVALVE300 GATEVALVE300 GATEVALVE300 GATEVALVE300 GATEVALVEDETAIL TDETAIL UDETAIL VDETAIL WDETAIL XDETAIL YPROP 200mm DITO BE ABANDONEDPROP 200mm DIPROP 200mm DIPROP 200mm DIPROP 200mm DIPROP 200mm DIDATE:LEGENDPUMPVALVEApril 5, 2019PROFILE VIEW - from EAST MALLDI PIPE300MM RC PIPE TANKPARTITIONPOLYETHYLENEMEMBRANEEAST WALLISSUED FOR CONSTRUCTIONDRAWING: SRN-001-08PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION300 GATEVALVETO BE ABANDONEDPROP 300mm DI STMPROP 300mm DI STM300 GATEVALVE300 GATEVALVEPROP 300mm DI STMPROP 300mm DI STM300 GATEVALVE300 GATEVALVEPROP 300mm DI STMPROP 300mm DI STM300 GATEVALVEPROP 300mm DI300 GATEVALVEPROP 300mm DIDETAIL C300 GATEVALVEPROP 300mm DIPRVBYPASSVALVEBYPASSVALVE300X200REDUCER200 GATEVALVE200 GATEVALVE200 GATEVALVE200 GATEVALVE200 GATEVALVEPROP 200mm DIPROP 200mm DICENTRIFUGAL PUMP190mm IMPELLERCENTRIFUGAL PUMP190mm IMPELLERBYPASSVALVEBYPASSVALVE200 GATEVALVE200 GATEVALVE200 GATEVALVE200 GATEVALVE200 GATEVALVE200 GATEVALVE200 GATEVALVE200 GATEVALVE200 GATEVALVEPROP 200mm DIPROP 200mm DICHANNELCENTRIFUGAL PUMP190mm IMPELLERCENTRIFUGAL PUMP190mm IMPELLERPRVDATE:LEGENDPUMPVALVEPLAN VIEW - DETENTION TANK200MM PVC PIPE300MM RC PIPE OPENCHANNELPOLYETHYLENEMEMBRANEDETAIL APLAN VIEWSCALE 10:1DETAIL BPLAN VIEWSCALE 10:1DETAIL CPLAN VIEWSCALE 10:1DETAIL FPLAN VIEWSCALE 10:1DETAIL GPLAN VIEWSCALE 10:1DETAIL HPLAN VIEWSCALE 10:1DETAIL DPLAN VIEWSCALE 10:1DETAIL EPLAN VIEWSCALE 10:1April 5, 2019DETAILS AND SECTIONSISSUED FOR CONSTRUCTIONDRAWING: SRN-001-D1PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONCHANNELOUTFLOWPROP 200mm DIBYPASSVALVE200 GATEVALVEPROP 200mm DIPROP 200mm DI200 GATEVALVEDETAIL J300 GATEVALVEPROP 300mm DIDETAIL L300 GATEVALVEPROP 300mm DIDETAIL K200 GATEVALVE200 GATEVALVEPROP 300mm DI300 GATEVALVE300 GATEVALVEPROP 300mm DI300 GATEVALVEPROP 300mm DIDETAIL R300 GATEVALVEPROP 300mm DIDETAIL SBYPASSVALVE200 GATEVALVE200 GATEVALVEDETAIL QPROP 200mm DIPROP 200mm DIDETAIL PPROP 200mm DIDATE:LEGENDPUMPVALVEApril 5, 2019PROFILE VIEW - from W 16th Ave200MM PVC PIPE300MM RC PIPE OPENCHANNELPOLYETHYLENEMEMBRANEDETAILS AND SECTIONSDETAIL IPROFILE VIEWSCALE 10:1DETAIL JPROFILE VIEWSCALE 10:1DETAIL KPROFILE VIEWSCALE 10:1DETAIL LPROFILE VIEWSCALE 10:1DETAIL MPROFILE VIEWSCALE 10:1DETAIL NPROFILE VIEWSCALE 10:1DETAIL OPROFILE VIEWSCALE 10:1DETAIL PPROFILE VIEWSCALE 10:1DETAIL QPROFILE VIEWSCALE 10:1DETAIL SPROFILE VIEWSCALE 10:1DETAIL RPROFILE VIEWSCALE 10:1Tank 1Tank 2Tank 3ISSUED FOR CONSTRUCTIONDRAWING: SRN-001-D2PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPROP 300mm STM300 GATEVALVEPROP 200mm DITO BE ABANDONEDPROP 200mm DI300 GATEVALVEDETAIL X300 GATEVALVEDETAIL VPROP 200mm DIPROP 200mm DI300 GATEVALVEDETAIL Y300 GATEVALVEDETAIL W300 GATEVALVEPROP 200mm DIPROP 200mm DIDATE:LEGENDPUMPVALVEApril 5, 2019PROFILE VIEW - from EAST MALL200MM PVC PIPE300MM RC PIPE OPENCHANNELPOLYETHYLENEMEMBRANEEAST WALL - DETAILS AND SECTIONSDETAIL TPROFILE VIEWSCALE 10:1DETAIL WPROFILE VIEWSCALE 10:1DETAIL XPROFILE VIEWSCALE 10:1DETAIL UPROFILE VIEWSCALE 10:1DETAIL VPROFILE VIEWSCALE 10:1DETAIL YPROFILE VIEWSCALE 10:1ISSUED FOR CONSTRUCTIONDRAWING: SRN-001-D3PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPROP 200mm DI200mm PRV200 GATEVALVE200 GATEVALVE200 GATEVALVECENTRIFUGAL PUMP190mm IMPELLERDETAIL B-BPROP 200mm DIPROP 200mm DIPROP 200mm DIPROP 200mm DI200 GATEVALVE200 GATEVALVE200 GATEVALVE200 GATEVALVECENTRIFUGAL PUMP190mm IMPELLERPROP 200mm DIPROP 200mm DIPROP 200mm DIPROP 200mm DIPROP 200mm DIPROP 200mm DIDATE:LEGENDPUMPVALVEApril 5, 2019PROFILE VIEW - from EAST MALL200MM PVC PIPE300MM RC PIPE OPENCHANNELPOLYETHYLENEMEMBRANE DETAILS AND SECTIONSDETAIL A-APROFILE VIEWSCALE 10:1DETAIL C-CPROFILE VIEWSCALE 10:1DETAIL B-BPROFILE VIEWSCALE 10:1ISSUED FOR CONSTRUCTIONDRAWING: SRN-001-D4PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONDATE:LEGENDPUMPVALVEApril 5, 2019PARKADE - SLAB200MM PVC PIPE300MM RC PIPE OPENCHANNELPOLYETHYLENEMEMBRANEDETAILS AND SECTIONSDETAIL D-DPROFILE VIEWSCALE 80:1ISSUED FOR CONSTRUCTIONDETAIL E-EPROFILE VIEWSCALE 80:1DRAWING: SRN-001-D5PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONDATE:LEGENDPUMPVALVEApril 5, 2019PARKADE - SLAB200MM PVC PIPE300MM RC PIPE OPENCHANNELPOLYETHYLENEMEMBRANEDETAILS AND SECTIONSDETAIL F-FPROFILE VIEWSCALE 80:1ISSUED FOR CONSTRUCTIONDETAIL G-GPROFILE VIEWSCALE 80:1DETAIL ZPROFILE VIEWSCALE 80:1DRAWING: SRN-001-D6PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONDATE:LEGENDPUMPVALVEApril 5, 2019PARKADE - FOUNDATIONS200MM PVC PIPE300MM RC PIPE OPENCHANNELPOLYETHYLENEMEMBRANEDETAILS AND SECTIONSDETAIL AAPROFILE VIEWSCALE 3:1ISSUED FOR CONSTRUCTIONDETAIL AA (WITH ANCHORS)PROFILE VIEWSCALE 3:1DRAWING: SRN-001-D7PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONA AB B®®DATE:LEGENDPUMPVALVEApril 5, 2019PARKADE - COLUMNS & WATERPROOF MEMBRANE200MM PVC PIPE300MM RC PIPE OPENCHANNELPOLYETHYLENEMEMBRANEDETAILS AND SECTIONSDETAIL ABPROFILE VIEWSCALE 40:1ISSUED FOR CONSTRUCTIONDETAIL AB (A-A SECTION)PLAN VIEWSCALE 80:1DETAIL AB (B-B SECTION)PLAN VIEWSCALE 30:1DETAIL ACPROFILE VIEWSCALE 15:1DRAWING: SRN-001-D8PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION   II            Appendix 2: Cost Estimate and Quantity Takeoffs              Phase Item Detailed Description Unit Quantity Needed  Labour + Overhead + Profit  Phase Cost General Liability Insurance Percentage 0.64%  $                        93,822.05 General Traffic ManagementFlaggers, Standard TTC Signs, Speed display trailers, warning lightsDay 110  $                                            750.00  $                        82,500.00 General Site vehiclesPickup Truck 4x4 2018 Ford. 1/2 TonMonths 4  $                                         1,500.00  $                          6,000.00 General Sit offices/storageRent Office Trailer 9.6m x 2.4m Months 4  $                                            323.12  $                          1,292.48 General Temporary power facilitiesPower for lighting and utilities 85MJ per monthMonths 4  $                                                0.41  $                                  1.64 General Temporary lights/HVAC Lights/HVAC Months 4  $                                            206.57  $                              826.28 General Temporary Drinking Water2xCooler Rental/10xWater JugsWeek 16  $                                            175.00  $                          2,800.00 General Temporary restrooms Toilet/Sink Week 16  $                                            200.00  $                          3,200.00 General SignageGeneral Construction SignageLump Sum 1  $                                         2,000.00  $                          2,000.00 General Fences and barriersRented Chain Link Fencing 6ft highLinear Foot 2400  $                                                6.12  $                        14,688.00 General Site office equipment Office Equipment Months 4  $                                            261.96  $                          1,047.84 General Site office supplies Office Supplies Months 4  $                                            107.90  $                              431.60 GeneralSite communication (phone, fax, etc.)Telephone bill Months 4  $                                            110.21  $                              440.84 General Temporary Sidewalksidewalk 2x(2x12 planks )w/ plywoodSqft 300  $                                                2.79  $                              837.00 General Small toolsSmall Tools used by General LabourersMonthly 4  $                                      10,000.00  $                        40,000.00 General Waste ManagementDump Truck Rental 9 m3 payloadDay 110  $                                            498.00  $                        54,780.00 General Mobilization/ demobilizationMobilization/ demobilization delivery charge, hauled 18 MT capacityLump Sum 4  $                                            886.54  $                          3,546.16 General Main Office DocumentationPreliminary/Construction/As-Built Drawings for projects upto $8MillionPercentage 5.6%  $                      820,942.92 General First aid station and supplies First aid station and supplies Lump Sum 1  $                                         6,000.00  $                          6,000.00 General Site security Uniformed Security Guard Hr 2640  $                                              28.93  $                        76,375.20 General Environmental Assessment Lump Sum 1  $                                         4,000.00  $                          4,000.00 General FloodlightsFloodlights with Generator 300WMonths 4  $                                            974.76  $                          3,899.04 General Personal Protective EquipmentEye protection, gloves, hardhats, ear protection, safety vests, coverallsLump Sum 1  $                                      10,000.00  $                        10,000.00 General Phase Total $                  1,229,431.05 Permitting PermittingBuilding/Stormwater Discharge/Demolition PermitsPercentage 1.25%  $                      183,246.19 Detention Tank Offsite earthworks removal m3 145200  $                                              18.00  $                  2,613,600.00 Detention Tank Earth AugerFor fence/sign posts, boring, monitoring underground waterMonths 4  $                                         5,869.88  $                        23,479.52 Detention Tank LevelingAggregate spreader 3.7m wideMonths 4  $                                            352.90  $                          1,411.60 Detention Tank Aerial liftAerial lift, scissor type up to 9mMonths 4  $                                            860.92  $                          3,443.68 Detention Tank CraneCrane, 30m jib, 2700kg capacityWeek 10  $                                         7,613.05  $                        76,130.50 Detention Tank ExcavatorRent diesel hydraulic crawler .764 cubic meters capacityWeek 2.5  $                                         2,988.30  $                          7,470.75 Detention Tank Backfill Engineering Fill m3 96800  $                                              18.00  $                  1,742,400.00 Detention Tank Leveling compaction and leveling m3 6050  $                                              24.00  $                      145,200.00 Detention Tank Retaining wall m3 160  $                                            271.00  $                        43,360.00 Detention Tank FormworkScaffolding and Formwork, Crew of 4 for Entire Pit m2 5280  $                                              24.73  $                      130,574.40 Detention Tank Strip footings m3 1408  $                                            271.00  $                      381,568.00 Detention Tank Tank walls Walls Seperating Tanks m3 330  $                                            271.00  $                        89,430.00 Construction CostsDetention Tank Top slab Slab above tanks m3 4373  $                                            271.00  $                  1,185,083.00 Detention Tank Columns Concrete All columns m3 364.5  $                                            385.00  $                      140,332.50 Detention Tank 45M Rebar All columns m 11600  $                                              15.00  $                      174,000.00 Detention Tank 300mm DI PipeConnection between mainline and tankm 600  $                                            148.85  $                        89,311.02 Detention Tank 200mm DI PipeConnection between tank and dry pond/outfallm 360  $                                            101.05  $                        36,377.95 Detention Tank 300mm RC PipeConnection between tank and dry pond/outfallm 990  $                                              93.00  $                        92,065.30 Detention Tank 200mm Gate Valve Pipe Network Lump Sum 14  $                                         1,575.00  $                        22,050.00 Detention Tank 300mm Gate Valve Pipe Network Lump Sum 8  $                                         3,122.00  $                        24,976.00 Detention Tank 8" Bypass Valve Pipe Network Lump Sum 4  $                                            750.00  $                          3,000.00 Detention Tank 8" PRV Pipe Network Lump Sum 1  $                                         1,000.00  $                          1,000.00 Detention Tank Trash rack Tank Filtering Lump Sum 2  $                                         4,500.00  $                          9,000.00 Detention Tank Weir wall Tank Filtering Lump Sum 1  $                                         9,000.00  $                          9,000.00 Detention Tank Chemical protective coatingsWater based polymer coating m2 1320  $                                              16.37  $                        21,608.40 Detention Tank Pumps7.5" Impeller Diameter CentrifugalEach 4  $                                         1,230.00  $                          4,920.00 Detention Tank Oil/Grit seperator Water Filtration system Each 3  $                                      35,000.00  $                      105,000.00 Detention Tank Riprap outlet Lump Sum 1  $                                         2,000.00  $                          2,000.00 Detention Tank Phase Total $                  7,177,792.63 Stormwater ManagementTerraced Channel Lump Sum 1  $                                      30,000.00  $                        30,000.00 Stormwater ManagementPermeable Pavement Lump Sum 1  $                                      10,000.00  $                        10,000.00 Stormwater ManagementBioswales Lump Sum 1  $                                         5,000.00  $                          5,000.00 Stormwater ManagementTree Trenches Lump Sum 1  $                                         5,000.00  $                          5,000.00 Stormwater Management Phase Total $                        50,000.00 Underground ParkadeWall perimeter Wall encapsulating parkade m3 1430  $                                            271.00  $                      387,530.00 Underground ParkadeBottom slab Slab above parking lot 2 m3 4373  $                                            271.00  $                  1,185,083.00 Underground ParkadeTop slab Slab above parking lot 1 m3 4373  $                                            271.00  $                  1,185,083.00 Underground Parkade20M Rebar Rebar in all slabs m 80000  $                                              12.00  $                      960,000.00 Underground Parkade15M Rebar Rebar in all footings vertical m 30000  $                                              10.00  $                      300,000.00 Underground Parkade35M RebarRebar in all footings horizontalm 3080  $                                              13.00  $                        40,040.00 Underground ParkadeLightingInterior Lighting, ceiling mounted 300mm by 1200mmEach 520  $                                            158.90  $                        82,628.00 Underground ParkadeElectrical wiring and surge protectorLump Sum 1  $                                      52,000.00  $                        52,000.00 Underground ParkadeBackup generator Lump Sum 2  $                                      12,000.00  $                        24,000.00 Underground ParkadeEmergency lighting system Emergency lighting system m2 24200  $                                                2.85  $                        68,970.00 Underground Parkadesignage Lump Sum 1  $                                         4,500.00  $                          4,500.00 Underground Parkadeair ventilation system Lump Sum 1  $                                      25,000.00  $                        25,000.00 Underground ParkadeWaterproof membrane systemMembrane waterproofing on slab, glass fibre fabric 2ply mopped onm2 26840  $                                              46.03  $                  1,235,445.20 Underground ParkadeProtective coatingsPaints and protective coating on slab, sprayed m2 26840  $                                                4.31  $                      115,680.40 Underground ParkadePaint job (stalls, direction arrows, etc.)Paint and labour for ground and directions, crew of 2Day 2  $                                            463.00  $                              926.00 Underground ParkadeSafety system (fire alarms, sprinklers, etc.)Fire Systems Lump Sum 1  $                                      38,000.00  $                        38,000.00 Underground ParkadeParkade gatesSecurity Gates. 3.048m wide, frame, hardware, and labourLump Sum 4  $                                         4,829.00  $                        19,316.00 Underground ParkadeStairwell (formwork, concrete, railing, etc.)18 step stairs. 2 per floor Lump Sum 4  $                                         6,800.00  $                        27,200.00 Underground ParkadeElevatorElevator installation, material, service inspectionLump Sum 1  $                                      36,000.00  $                        36,000.00 Underground ParkadeSecurity installations (CCTV, booth, intercom system, etc.)Lump Sum 1  $                                      42,000.00  $                        42,000.00 Underground ParkadeParking meters Lump Sum 9  $                                         1,000.00  $                          9,000.00 Underground ParkadeTesting and Inspecting Concrete Building Testing Lump Sum 1  $                                         5,470.40  $                          5,470.40 Underground ParkadeConcrete Batch Testing 4 batches testing Per Truck Load 20  $                                            215.66  $                          4,313.20 Underground ParkadeSoil TestingAtterberg Limits, liquid/plastic limitsEach 10  $                                              68.38  $                              683.80 Underground ParkadeGroundcover/landscaping compacting and leveling m2 13000  $                                              24.00  $                      312,000.00 Underground ParkadeCathodic Protection System Lump Sum 1  $                                      15,000.00  $                        15,000.00 Underground ParkadeAnchors m 455  $                                            262.47  $                      119,422.57 Underground ParkadeGrout Lump Sum 1  $                                      10,000.00  $                        10,000.00 Underground Parkade Phase Total $                  6,305,291.57 Dry Pond Soil Excavation m3 360  $                                            150.00  $                        54,000.00 Dry Pond Landscaping compaction and leveling m2 3000  $                                              24.00  $                        72,000.00 Dry Pond Engineering Fill m3 20  $                                              18.00  $                              360.00 Dry Pond Total  $                      126,360.00 Contingency of total cost % 15%  N/A  $                  2,253,318.22 First Cost Total  $                17,325,439.65 Item Unit Quantity    Rate (includes overhead+profit) Total Phase CostStructural Engineer Week 40 2,650.00$                                                          106,000.00$                                     Stormwater Management Engineer Week 40 2,650.00$                                                          106,000.00$                                     Geotechnical engineer Week 25 2,650.00$                                                          66,250.00$                                       Project Manager Week 40 2,900.00$                                                          116,000.00$                                     Environmental Engineer Week 40 2,325.00$                                                          93,000.00$                                       Archaelogical Subconsultant Week 5 2,300.00$                                                          11,500.00$                                       CAD/Field Technician Week 40 1,250.00$                                                          50,000.00$                                       General Purpose Labourer hour 8480 40.00$                                                                339,200.00$                                     Site Superintendent Week 40 350.00$                                                             14,000.00$                                       First Aid hour 1060 35.00$                                                                37,100.00$                                       Landscapers hour 2000 20.00$                                                                40,000.00$                                       Clerk Week 40 750.00$                                                             30,000.00$                                       Contingency Conceptual stage percentage 30% 302,715.00$                                     Contingency schematic stage percentage 25% 252,262.50$                                     Contingency preliminary stage percentage 20% 201,810.00$                                     Contingency Final drawing stage percentage 15% 151,357.50$                                     Total Preliminary Project Management Cost Estimate 1,160,407.50$                                  Project Management CostsPhase Item Unit Quantity Unit Price  Item Cost Phase CostDetention Tanks Water Detention Cleaning Seasonal 15 800 12,000.00$           106,000.00$             Water Detention Pump Maintenace Seasonal 15 1000 15,000.00$           Water Detention General Maintenace/Upkeep Seasonal 15 1200 18,000.00$           Structural/Concrete Inspections Month 60 150 9,000.00$             Detention Tank Inspections (ie. checking for clogging, residual water, infestation, etc.)Month 60 150 9,000.00$             Waterproofing (includes joint repairs, crack sealing, etc.)3 years 1.67 25800 43,000.00$           Mechanical/Electrical Security CCTV Monitoring Hardware Costs Annual 5 5000 25,000.00$           33,700.00$               Elevator Inspection & Maintenance Bi-annual 10 150 1,500.00$             Lighting Maintenance Bi-annual 10 150 1,500.00$             Ventilation System Inspection & Maintenance Bi-annual 10 570 5,700.00$             Parkade Structural/Concrete Inspections Month 60 500 30,000.00$           177,533.33$             Coatings, paint jobs, etc. 5 years 1 200 200.00$                Materials Testing 5 years 1 4000 4,000.00$             Waterproofing (includes joint repairs, crack sealing, etc.)3 years 1.67 86000 143,333.33$         Administration Parking Ticket Reference Lump Sum N/A 200 200.00$                1,805,200.00$          Personnel (includes parkade management, security guards, parking ticket attendants, etc.) Month 60 30000 1,800,000.00$     Maintenance Approvals Bi-annual 10 500 5,000.00$              Contingency % N/A 15 424,486.67$         318,365.00$             Total 5 year cost 2,440,798.33$          Operating and Maintence: 5 Year Plan   III           Appendix 3: Construction Schedule               ID Task Name Duration Start Finish1 UBC Stormwater Management Plan157.5 days Mon 19-02-04 Wed 19-09-112 Project Start Up 60 days Mon 19-02-04 Fri 19-04-263 Bidding 16 days Mon 19-02-04 Mon 19-02-254 Tender and award to contractor2 days Tue 19-02-26 Wed 19-02-275 Sign Contracts 2 days Thu 19-02-28 Fri 19-03-016 Procurement ofMaterials and Equipment30 days Mon 19-03-04 Fri 19-04-127 Obtain permits 60 days Mon 19-02-04 Fri 19-04-268 Pre-Construction 6.5 days Mon 19-04-29 Tue 19-05-079 Site Inspections 0.5 days Mon 19-04-29 Mon 19-04-2910 Surveying 1 day Mon 19-04-29 Tue 19-04-3011 Borehole testing5 days Tue 19-04-30 Tue 19-05-0712 Site Works 19 days Tue 19-05-07 Mon 19-06-0313 Mobilization 1 day Tue 19-05-07 Wed 19-05-0814 Site Preparation 1 day Wed 19-05-08 Thu 19-05-0915 Excavation 17 days Thu 19-05-09 Mon 19-06-0316 Archaelogical Assessment17 days Thu 19-05-09 Mon 19-06-03Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov2019 Qtr 1 2019 Qtr 2 2019 Qtr 3 2019 Qtr 4TaskSplitMilestoneSummaryProject SummaryInactive TaskInactive MilestoneInactive SummaryManual TaskDuration-onlyManual Summary RollupManual SummaryStart-onlyFinish-onlyExternal TasksExternal MilestoneDeadlineCriticalCritical SplitProgressManual ProgressSlackPage 1Project: ScheduleDate: Wed 19-04-03ID Task Name Duration Start Finish17 Detention Tanks Construction25.5 days Mon 19-06-03 Mon 19-07-0818 Trenching 4 days Mon 19-06-03 Fri 19-06-0719 Install pipes from tank2 days Fri 19-06-07 Tue 19-06-1120 Install retaining walls2 days Tue 19-06-11 Thu 19-06-1321 Formwork 1 day Thu 19-06-13 Fri 19-06-1422 Strip footings 1 day Fri 19-06-14 Mon 19-06-1723 Place rebar 1 day Mon 19-06-17 Tue 19-06-1824 Pour SOG 1 day Tue 19-06-18 Wed 19-06-1925 Form tank walls 1 day Tue 19-06-18 Wed 19-06-1926 Form columns 1 day Tue 19-06-18 Wed 19-06-1927 Concrete curing 7 days Wed 19-06-19 Fri 19-06-2828 Form top slab 0.5 days Fri 19-06-28 Fri 19-06-2829 Formwork removal1 day Fri 19-07-05 Fri 19-07-0530 Structural inspections1 day Mon 19-07-08 Mon 19-07-0831 Install filtration system1 day Mon 19-07-08 Mon 19-07-08Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov2019 Qtr 1 2019 Qtr 2 2019 Qtr 3 2019 Qtr 4TaskSplitMilestoneSummaryProject SummaryInactive TaskInactive MilestoneInactive SummaryManual TaskDuration-onlyManual Summary RollupManual SummaryStart-onlyFinish-onlyExternal TasksExternal MilestoneDeadlineCriticalCritical SplitProgressManual ProgressSlackPage 2Project: ScheduleDate: Wed 19-04-03ID Task Name Duration Start Finish32 Installing chemical protection (e.g. corrosion protection, coatings, etc.)1 day Mon 19-07-08 Mon 19-07-0833 Pipe Work 20 days Mon 19-06-03 Mon 19-07-0134 Pipe excavation 4 days Mon 19-06-03 Fri 19-06-0735 Trenching 4 days Mon 19-06-03 Fri 19-06-0736 Lay pipework and install pumps12 days Fri 19-06-07 Tue 19-06-2537 Install valves 1 day Tue 19-06-25 Wed 19-06-2638 Backfilling 1 day Wed 19-06-26 Thu 19-06-2739 Levelling & Grading1 day Thu 19-06-27 Fri 19-06-2840 Landscaping & clean up1 day Fri 19-06-28 Mon 19-07-0141 Parkade Construction44.5 days Tue 19-07-09 Mon 19-09-0942 P2 Formwork 2 days Tue 19-07-09 Wed 19-07-1043 Place P2 Rebar 2 days Thu 19-07-11 Fri 19-07-1244 Pour P2 Slab 0.5 days Mon 19-07-15 Mon 19-07-1545 Form walls and columns1 day Mon 19-07-15 Mon 19-07-15Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov2019 Qtr 1 2019 Qtr 2 2019 Qtr 3 2019 Qtr 4TaskSplitMilestoneSummaryProject SummaryInactive TaskInactive MilestoneInactive SummaryManual TaskDuration-onlyManual Summary RollupManual SummaryStart-onlyFinish-onlyExternal TasksExternal MilestoneDeadlineCriticalCritical SplitProgressManual ProgressSlackPage 3Project: ScheduleDate: Wed 19-04-03ID Task Name Duration Start Finish46 Concrete curing 7 days Tue 19-07-16 Wed 19-07-2447 Formwork Removal1 day Thu 19-07-25 Thu 19-07-2548 P1 Formwork 2 days Thu 19-08-01 Fri 19-08-0249 Place P1 Rebar 2 days Mon 19-08-05 Tue 19-08-0650 Pour P1 Slab 0.5 days Wed 19-08-07 Wed 19-08-0751 Form walls and columns1 day Wed 19-08-07 Wed 19-08-0752 Concrete curing 7 days Thu 19-08-08 Fri 19-08-1653 Formwork Removal1 day Mon 19-08-19 Mon 19-08-1954 Pour ground level slab0.5 days Mon 19-08-26 Mon 19-08-2655 Concrete curing 7 days Mon 19-08-26 Wed 19-09-0456 Structural inspections1 day Wed 19-09-04 Thu 19-09-0557 Backfilling 1 day Thu 19-09-05 Fri 19-09-0658 Preparation for installing stormwater features & clean up1 day Fri 19-09-06 Mon 19-09-09Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov2019 Qtr 1 2019 Qtr 2 2019 Qtr 3 2019 Qtr 4TaskSplitMilestoneSummaryProject SummaryInactive TaskInactive MilestoneInactive SummaryManual TaskDuration-onlyManual Summary RollupManual SummaryStart-onlyFinish-onlyExternal TasksExternal MilestoneDeadlineCriticalCritical SplitProgressManual ProgressSlackPage 4Project: ScheduleDate: Wed 19-04-03ID Task Name Duration Start Finish59 Mechanical & Electrical Systems2 days Mon 19-09-09 Wed 19-09-1160 Install wiring 1 day Mon 19-09-09 Tue 19-09-1061 Install ventilation ductwork2 days Mon 19-09-09 Wed 19-09-1162 Install lighting 2 days Mon 19-09-09 Wed 19-09-1163 Install security system1 day Mon 19-09-09 Tue 19-09-1064 Stormwater features 12 days Mon 19-09-09 Wed 19-09-2565 Place geotextile fabric for tree trench0.25 days Mon 19-09-09 Mon 19-09-0966 Fill with stone/gravel0.25 days Mon 19-09-09 Mon 19-09-0967 Plant trees 0.5 days Tue 19-09-10 Tue 19-09-1068 Place gravel for permeable pavement0.25 days Mon 19-09-09 Mon 19-09-0969 Install geotextile 0.25 days Tue 19-09-10 Tue 19-09-1070 Install first rock layer and compact0.5 days Tue 19-09-10 Wed 19-09-11Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov2019 Qtr 1 2019 Qtr 2 2019 Qtr 3 2019 Qtr 4TaskSplitMilestoneSummaryProject SummaryInactive TaskInactive MilestoneInactive SummaryManual TaskDuration-onlyManual Summary RollupManual SummaryStart-onlyFinish-onlyExternal TasksExternal MilestoneDeadlineCriticalCritical SplitProgressManual ProgressSlackPage 5Project: ScheduleDate: Wed 19-04-03ID Task Name Duration Start Finish71 Install second rocklayer and compact0.5 days Wed 19-09-11 Wed 19-09-1172 Pour pea gravel asbedding layer0.5 days Wed 19-09-11 Thu 19-09-1273 Lay pavement stones2 days Thu 19-09-12 Mon 19-09-1674 Install side restraints0.5 days Mon 19-09-16 Mon 19-09-1675 Planting for bioswale0.5 days Tue 19-09-10 Wed 19-09-1176 Place formwork for stormwater channel feature1 day Mon 19-09-09 Tue 19-09-1077 Concrete curing 7 days Tue 19-09-10 Thu 19-09-1978 Placing plants 1 day Thu 19-09-19 Fri 19-09-2079 Testing of features 2 days Fri 19-09-20 Tue 19-09-2480 Landscaping & clean up1 day Tue 19-09-24 Wed 19-09-2581 Finishing 2 days Mon 19-09-09 Wed 19-09-1182 Install parking signs1 day Mon 19-09-09 Tue 19-09-1083 Paint parking spot lines and arrows2 days Mon 19-09-09 Wed 19-09-1184 Demobilization 0.75 days Mon 19-09-09 Tue 19-09-10Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov2019 Qtr 1 2019 Qtr 2 2019 Qtr 3 2019 Qtr 4TaskSplitMilestoneSummaryProject SummaryInactive TaskInactive MilestoneInactive SummaryManual TaskDuration-onlyManual Summary RollupManual SummaryStart-onlyFinish-onlyExternal TasksExternal MilestoneDeadlineCriticalCritical SplitProgressManual ProgressSlackPage 6Project: ScheduleDate: Wed 19-04-03   IV          Appendix 4: Pump System Details                Thunderbird Stadium Neighbourhood SWM Flow in L/s, head in mPump Selection No. of Pumps13.70 1 2 3 4High Head Flow 0 8 8 8 8(L/s) 10 8 8 8 820 8 8 8 8Pumps Operating 1 30 9 8 8 8Flow 76.0 L/s 40 10 9 8 850 11 9 9 8Discharge HGL= 8.00 m 60 12 9 9 9Suction HGL= 0.00 m 70 13 10 9 980 14 10 9 990 16 11 10 10Hazen-Williams C Value 140.00 100 18 12 10 10110 20 12 11 10120 22 13 11 11130 24 14 12 11140 26 15 12 12150 29 16 13 12160 32 17 14 13ElementDia (nom) I.D. Total FlowFlow in Element Length "C" "K" "CV" Velocity Delta Hin mm L/s L/s m m/s mT1 Square Entrance 200 76 76.00 0.50 2.42 0.15Discharge elbow 200 76 76.00 0.05Pipe 200 76 76.00 21.5 140 2.42 0.52Gate valve 200 76 76.00 0.30 2.42 0.09Gate valve 200 76 76.00 0.30 2.42 0.0990 degree bend 200 76 76.00 0.60 2.42 0.18T2 Square Entrance 200 76 76.00 0.50 2.42 0.15Pipe 200 76 76.00 8 140 2.42 0.19Pipe 200 76 76.00 17 140 2.42 0.41Gate valve 200 76 76.00 0.30 2.42 0.09Gate valve 200 76 76.00 0.30 2.42 0.0990 degree bend 200 76 76.00 0.60 2.42 0.18T3 Square Entrance 200 76 76.00 0.50 2.42 0.15Pipe 200 76 76.00 8 140 2.42 0.19Pipe 200 76 76.00 37 140 2.42 0.90Gate valve 200 76 76.00 0.30 2.42 0.09Gate valve 200 76 76.00 0.30 2.42 0.0990 degree bend 200 76 76.00 0.60 2.42 0.18PH Gate valve 200 76 76.00 0.30 2.42 0.09Gate valve 200 76 76.00 0.30 2.42 0.09Pipe 200 76 76.00 11 140 2.42 0.27Swing check valve 200 76 76.00 4600 2.42 0.0590 degree bend 200 76 76.00 0.60 2.42 0.18Gate valve 200 76 76.00 0.30 2.42 0.09Exit 200 76 76.00 1.00 2.42 0.30T1 Square Entrance 300 76 76.00 0.50 1.08 0.03Discharge elbow 300 76 76.00 0.05Pipe 300 76 76.00 21.5 140 1.08 0.07Gate valve 300 76 76.00 0.30 1.08 0.02Gate valve 300 76 76.00 0.30 1.08 0.0290 degree bend 300 76 76.00 0.60 1.08 0.04T2 Square Entrance 300 76 76.00 0.50 1.08 0.03Pipe 300 76 76.00 8 140 1.08 0.03Pipe 300 76 76.00 17 140 1.08 0.06Gate valve 300 76 76.00 0.30 1.08 0.02Gate valve 300 76 76.00 0.30 1.08 0.0290 degree bend 300 76 76.00 0.60 1.08 0.04T3 Square Entrance 300 76 76.00 0.50 1.08 0.03Pipe 300 76 76.00 8 140 1.08 0.03Pipe 300 76 76.00 37 140 1.08 0.12Gate valve 300 76 76.00 0.30 1.08 0.02Gate valve 300 76 76.00 0.30 1.08 0.0290 degree bend 300 76 76.00 0.60 1.08 0.04PH Gate valve 300 76 76.00 0.30 1.08 0.02Gate valve 300 76 76.00 0.30 1.08 0.02Pipe 300 76 76.00 11 140 1.08 0.04Swing check valve 300 76 76.00 4600 1.08 0.0590 degree bend 300 76 76.00 0.60 1.08 0.04Gate valve 300 76 76.00 0.30 1.08 0.02Pipe 300 76 76.00 60.5 140 1.08 0.20Exit 300 76 76.00 1.00 1.08 0.06Total Head Losses (m) 5.70Static Head 8.00Total Dynamic Head (m) 14Thunderbird Stadium Neighbourhood SWM Flow in L/s, head in mPump Selection No. of Pumps11.90 1 2 3 4Low Head Flow 0 11 11 11 11(L/s) 10 11 11 11 1120 11 11 11 11Pumps Operating 1 30 11 11 11 11Flow 51.0 L/s 40 12 11 11 1150 12 11 11 11Discharge HGL= 11.00 m 60 12 11 11 11Suction HGL= 0.00 m 70 13 12 11 1180 13 12 12 1190 14 12 12 12Hazen-Williams C Value 140.00 100 14 12 12 12110 15 13 12 12120 16 13 12 12130 17 13 12 12140 17 13 13 12150 18 14 13 13160 19 14 13 13ElementDia (nom) I.D. Total FlowFlow in Element Length "C" "K" "CV" Velocity Delta Hin mm L/s L/s m m/s mDischarge elbow 200 51 51.00 0.05PVC Pipe 200 51 51.00 21.5 140 1.62 0.25Gate valve 200 51 51.00 0.30 1.62 0.04Gate valve 200 51 51.00 0.30 1.62 0.0490 degree bend 200 51 51.00 0.60 1.62 0.08Gate valve 200 51 51.00 0.30 1.62 0.04Gate valve 200 51 51.00 0.30 1.62 0.04PVC Pipe 200 51 51.00 11 140 1.62 0.13Swing check valve 200 51 51.00 4600 1.62 0.0290 degree bend 200 51 51.00 0.60 1.62 0.08Gate valve 200 51 51.00 0.30 1.62 0.04Exit 200 51 51.00 1.00 1.62 0.13Total Head Losses (m) 0.90Static Head 11.00Total Dynamic Head (m) 12March 31, 2019Thunderbird Stadium Neighbourhood SWMPump CurvePump ModelFull Speed1,750 RPM 100% Speed1 Stages1 Pump Operating 2 Pumps Op. 3 Pumps Op.Flow TDH TDH Eff Flow TDH Power Flow TDH Flow TDH(USgpm) (ft/stage) (ft) (%) (L/s) (m) (HP) (L/s) (m) (L/s) (m)0 46.0 46.0 0 14.0 0 14.0 0 14.0200 46 46.0 64.0% 13 14.0 3.6 25 14.0 38 14.0400 46 46.0 64.0% 25 14.0 7.3 50 14.0 76 14.0600 43 43.0 70.0% 38 13.1 9.3 76 13.1 114 13.1800 40 40.0 74.0% 50 12.2 10.9 101 12.2 151 12.21000 34 34.0 81.0% 63 10.4 10.6 126 10.4 189 10.41200 26 26.0 85.0% 76 7.9 9.3 151 7.9 227 7.91400 16 16.0 82.0% 88 4.9 6.9 177 4.9 265 4.9Reduced Speed1400 RPM 80% Speed 1400 RPM - 80%1 Pump Operating 2 Pumps Op. 3 Pumps Op.Eff Flow TDH Power Flow TDH Flow TDH(%) (L/s) (m) (HP) (L/s) (m) (L/s) (m)0.0% 0 9.0 0 9.0 0 9.064.0% 10 9.0 1.9 20 9.0 30 9.064.0% 20 9.0 3.7 40 9.0 61 9.070.0% 30 8.4 4.8 61 8.4 91 8.474.0% 40 7.8 5.6 81 7.8 121 7.881.0% 50 6.6 5.4 101 6.6 151 6.685.0% 61 5.1 4.7 121 5.1 182 5.182.0% 71 3.1 3.5 141 3.1 212 3.1Reduced Speed1610 RPM 92% Speed 1610 RPM - 92%1 Pump Operating 2 Pumps Op. 3 Pumps Op.Eff Flow TDH Power Flow TDH Flow TDH(%) (L/s) (m) (HP) (L/s) (m) (L/s) (m)1 0.0% 0 11.9 0 11.9 0 11.92 64.0% 12 11.9 2.8 23 11.9 35 11.93 64.0% 23 11.9 5.6 46 11.9 70 11.94 70.0% 35 11.1 7.2 70 11.1 104 11.15 74.0% 46 10.3 8.5 93 10.3 139 10.36 81.0% 58 8.8 8.2 116 8.8 174 8.87 85.0% 70 6.7 7.2 139 6.7 209 6.78 82.0% 81 4.1 5.4 163 4.1 244 4.1Reduced Speed1558 RPM 89% Speed 1558 RPM - 89%1 Pump Operating 2 Pumps Op. 3 Pumps Op.Eff Flow TDH Power Flow TDH Flow TDH(%) (L/s) (m) (HP) (L/s) (m) (L/s) (m)1 0.0% 0 11.1 0 11.1 0 11.12 64.0% 11 11.1 2.6 22 11.1 34 11.13 64.0% 22 11.1 5.1 45 11.1 67 11.14 70.0% 34 10.4 6.6 67 10.4 101 10.45 74.0% 45 9.7 7.7 90 9.7 135 9.76 81.0% 56 8.2 7.5 112 8.2 168 8.27 85.0% 67 6.3 6.5 135 6.3 202 6.38 82.0% 79 3.9 4.9 157 3.9 236 3.902468101214160 20 40 60 80 100 120 140 160 180 200TDH (m)Flow (L/s)Thunderbird Stadium Neighbourhood SWM Pump and System Operating CurveHigh Head 2 Pumps Operating Low Head 1 Pump Operating High Operating Point Low Operation Point   V          Appendix 5: Sample Calculations   1.0 Rainfall and Catchment  Catchment Area:  𝐴𝐴 = 956460 𝑚𝑚2 Elevation at start of run: 𝑧𝑧𝑖𝑖 = 101.25𝑚𝑚 Elevation at end of run: 𝑧𝑧𝑓𝑓 = 88.75𝑚𝑚 Change in elevation: ∆𝑧𝑧 = 𝑧𝑧𝑖𝑖 − 𝑧𝑧𝑓𝑓 = 101.25𝑚𝑚−88.75𝑚𝑚 = 12.5𝑚𝑚 Run length:  Metric:  𝐿𝐿 = 1424𝑚𝑚  Imperial:  𝐿𝐿 = 1424𝑚𝑚 ∗ 3.28084𝑓𝑓𝑓𝑓1𝑚𝑚= 4671.9𝑓𝑓𝑓𝑓 Average grade:  𝑆𝑆 = ∆𝑧𝑧𝐿𝐿= 12.5𝑚𝑚1424𝑚𝑚= 0.009 Time of Concentration (Kirpich Method): 𝑓𝑓𝑐𝑐 = 0.0078� 𝐿𝐿0.77𝑆𝑆0.385� = 0.0078�4671.90.770.0090.385� = 32.0𝑚𝑚𝑚𝑚𝑚𝑚 Rainfall intensity (for 100 year event, TOC=32min) : 𝑚𝑚 = 35𝑚𝑚𝑚𝑚/ℎ𝑟𝑟 Runoff Coefficient (estimate): 𝐶𝐶 = 0.79 Flow rate (Rational Method): 𝑄𝑄 = 𝐶𝐶𝑚𝑚𝐴𝐴 = 0.79 ∗ 35𝑚𝑚𝑚𝑚ℎ𝑟𝑟∗1𝑚𝑚1000𝑚𝑚𝑚𝑚 ∗ 1ℎ𝑟𝑟60𝑚𝑚𝑚𝑚𝑚𝑚 ∗ 956460𝑚𝑚2= 441𝑚𝑚3/𝑚𝑚𝑚𝑚𝑚𝑚 Required volume of storage tanks: 𝑉𝑉0 = 𝑄𝑄 ∗ 𝑓𝑓 = 418𝑚𝑚3𝑚𝑚𝑚𝑚𝑚𝑚 ∗ 32𝑚𝑚𝑚𝑚𝑚𝑚 = 14,105𝑚𝑚3 Factor of Safety:  𝐹𝐹𝑆𝑆 = 1.5 Required volume with FS applied: 𝑉𝑉 = 𝐹𝐹𝑆𝑆 ∗ 𝑉𝑉0 = 1.5 ∗ 14,105 = 21,157𝑚𝑚3 2.0 Pipe Network Minimum grade (used): 2% Minimum depth cover (used): 2m Minimum vertical clearance: 0.5m Minimum depth of invert below ground for 300mm pipe: 2𝑚𝑚 + 0.3𝑚𝑚 = 2.3𝑚𝑚 Grade of outfall pipe upstream of pump: 1.865𝑚𝑚 − 0𝑚𝑚50.73𝑚𝑚 = 0.0368 = 3.68% Depth of invert of channel outlet at tank 2 (m below tank bottom): 1.231m Maximum depth (below tank bottom) of outfall outlet at tank 2: 1.231𝑚𝑚 − 0.5𝑚𝑚 = 0.731𝑚𝑚 Pipe Roughness (PVC): 𝑒𝑒 = 0.0015 𝑚𝑚𝑚𝑚 Pipe Diameter:  𝐷𝐷 = 200 𝑚𝑚𝑚𝑚 Relative Roughness: 𝑒𝑒𝐷𝐷=  1.65𝑚𝑚𝑚𝑚200𝑚𝑚𝑚𝑚 Friction Factor (derived from Moody Diagram): 𝑓𝑓 = 0.012 Equivalent Pipe Length: 𝐿𝐿𝑒𝑒𝐿𝐿 =  𝐷𝐷∑𝑘𝑘𝑓𝑓=  (0.2𝑚𝑚)(1 + 0.39 + 0.39 + 1)0.012  Resistance Coefficient (Darcy-Weisbach): 𝑅𝑅 =  8𝑓𝑓(𝐿𝐿 + 𝐿𝐿𝑒𝑒𝐿𝐿)𝜋𝜋2𝑔𝑔𝐷𝐷5=  8(0.012)(9𝑚𝑚 + 43𝑚𝑚)𝜋𝜋2(9.81𝑚𝑚𝑠𝑠 2)(0.2𝑚𝑚)5 = 161.1 System Demand Curve 𝐻𝐻𝐻𝐻 = 𝐻𝐻𝑠𝑠 + 𝑅𝑅𝑄𝑄2 = 9𝑚𝑚 + 161.1𝑄𝑄2  3.0 Parkade Design  3.1 T-Beam Design Calculate factored load, then factored moment: 𝑤𝑤𝑓𝑓 = 1.25𝐷𝐷𝐿𝐿 + 1.5𝐿𝐿𝐿𝐿 Estimated the slab thickness by basing it on A23.3 C1.9.8.2.1, which depends on the clear span of the slab Effective slab depth (d): 𝑑𝑑 = ℎ − 𝑐𝑐𝑐𝑐𝑐𝑐𝑒𝑒𝑟𝑟 − 𝑑𝑑𝑏𝑏2 assuming there is only one layer of reinforcement. 𝑑𝑑𝑏𝑏 is the diameter of the rebar chosen. Calculate required area of tension reinforcement (mm2) using factored moment: 𝐴𝐴𝑠𝑠′ = 𝛼𝛼1𝜙𝜙𝑐𝑐𝑓𝑓𝑐𝑐′𝑏𝑏𝜙𝜙𝑠𝑠𝑓𝑓𝑦𝑦 (𝑑𝑑 − �𝑑𝑑2 − 2𝑀𝑀𝑟𝑟𝛼𝛼1𝜙𝜙𝑐𝑐𝑓𝑓𝑐𝑐′𝑏𝑏) Where 𝛼𝛼1 = 0.8, 𝜙𝜙𝑐𝑐 = 0.65, 𝜙𝜙𝑠𝑠 = 0.85, 𝑀𝑀𝑟𝑟 is in Nmm, b is in mm, d is in mm, and 𝑓𝑓𝑐𝑐′ is in MPa Determined actual rebar area by choosing from nominal bar sizes For bar spacing:  𝑠𝑠 ≤ 𝐴𝐴𝑏𝑏1000𝐴𝐴𝑠𝑠 Check if provided area of reinforcement is greater than or equal to the required amount of reinforcement: 𝐴𝐴𝑠𝑠 = 𝐴𝐴𝑏𝑏 1000𝑠𝑠 ≥ 𝐴𝐴𝑠𝑠′ Check reinforcement requirements: 𝜌𝜌 = 𝐴𝐴𝑠𝑠𝑏𝑏𝑑𝑑     𝑤𝑤ℎ𝑒𝑒𝑟𝑟𝑒𝑒 𝜌𝜌 ≤ 𝜌𝜌𝑏𝑏       𝜌𝜌𝑏𝑏 = 𝐴𝐴𝑠𝑠𝑏𝑏𝑏𝑏𝑑𝑑  𝐴𝐴𝑠𝑠𝑚𝑚𝑖𝑖𝑠𝑠 = 0.002𝐴𝐴𝑔𝑔 = 0.002𝑏𝑏ℎ 𝐴𝐴𝑚𝑚𝑖𝑖𝑠𝑠 = min (𝐴𝐴𝑠𝑠𝑚𝑚𝑖𝑖𝑠𝑠 𝑐𝑐𝑟𝑟 𝐴𝐴𝑠𝑠′ ) 𝐴𝐴𝑠𝑠 ≥ 𝐴𝐴𝑚𝑚𝑖𝑖𝑠𝑠 Determine actual effective depth (following equation is for one layer of reinforcement: 𝑑𝑑 = ℎ − 𝑐𝑐𝑐𝑐𝑐𝑐𝑒𝑒𝑟𝑟 − 𝑑𝑑𝑏𝑏2  Confirm maximum bar spacing requirement satisfies Code A23.3 C1.7.4.1.2: 𝑠𝑠𝑚𝑚𝑚𝑚𝑚𝑚 = min (3ℎ 𝑐𝑐𝑟𝑟 500𝑚𝑚𝑚𝑚) 𝑠𝑠𝑚𝑚𝑚𝑚𝑚𝑚 ≥ 𝑠𝑠 Calculate the moment resistance and confirm strength requirement satisfies Code A23.3 C1.8.1.3: 𝑀𝑀𝑟𝑟 = 𝜙𝜙𝑠𝑠𝑓𝑓𝑦𝑦𝐴𝐴𝑠𝑠(𝑑𝑑 − 𝜙𝜙𝑠𝑠𝑓𝑓𝑦𝑦𝐴𝐴𝑠𝑠2𝛼𝛼1𝜙𝜙𝑐𝑐𝑓𝑓𝑐𝑐′𝑏𝑏) 𝑀𝑀𝑟𝑟 ≥ 𝑀𝑀𝑓𝑓 Check crack control parameter, that it meets the CSA A23.3 cracking requirements for an exterior exposure: 𝑑𝑑𝑠𝑠 = 𝑑𝑑𝑐𝑐 = ℎ − 𝑑𝑑 𝐴𝐴 = 𝑠𝑠(𝑑𝑑𝑠𝑠) 𝑓𝑓𝑠𝑠 = 0.6𝑓𝑓𝑦𝑦 𝑧𝑧 = 𝑓𝑓𝑠𝑠�𝑑𝑑𝑐𝑐𝐴𝐴3  Design the shrinkage and temperature reinforcement: 𝐴𝐴𝑠𝑠𝑚𝑚𝑖𝑖𝑠𝑠 = 0.002𝐴𝐴𝑔𝑔 = 0.002𝑏𝑏ℎ 𝑠𝑠𝑚𝑚𝑚𝑚𝑚𝑚 = min (5ℎ 𝑐𝑐𝑟𝑟 500𝑚𝑚𝑚𝑚) 𝑠𝑠 ≤ 𝐴𝐴𝑏𝑏1000𝐴𝐴𝑠𝑠𝑚𝑚𝑖𝑖𝑠𝑠𝐴𝐴𝑠𝑠 = 𝐴𝐴𝑏𝑏 1000𝑠𝑠𝐴𝐴𝑏𝑏 is the area of a single rebar using the chosen nominal rebar size. 3.2 Slab Design Calculate factored load, then factored moment: 𝑤𝑤𝑓𝑓 = 1.25𝐷𝐷𝐿𝐿 + 1.5𝐿𝐿𝐿𝐿 Estimate beam web width (bw) and overall depth (h) using Code A23.3 C1.9.8.2.1 which is based on the clear space. The depth is rounded up to the nearest 100mm 𝑏𝑏𝑤𝑤 = 0.5ℎ 𝑐𝑐𝑟𝑟 ℎ1.5Estimate the effective beam depth (d): For 1 layer of reinforcement: 𝑑𝑑 = ℎ − 70𝑚𝑚𝑚𝑚 For 2 layers of reinforcement: 𝑑𝑑 = ℎ − 110𝑚𝑚𝑚𝑚 Calculate the effective flange width (bf) based on A23.3 C1.10.3.3 and 10.3.4 using the clear span and the clear distance between adjacent webs. 𝑏𝑏𝑓𝑓 = 𝑏𝑏𝑤𝑤 + 2𝑏𝑏𝑇𝑇 Where 𝑏𝑏𝑤𝑤 is the web width and 𝑏𝑏𝑇𝑇 is the overhanging flange width Calculate required area of tension reinforcement (mm2) using factored moment: 𝐴𝐴𝑠𝑠′ = 𝛼𝛼1𝜙𝜙𝑐𝑐𝑓𝑓𝑐𝑐′𝑏𝑏𝜙𝜙𝑠𝑠𝑓𝑓𝑦𝑦 (𝑑𝑑 − �𝑑𝑑2 − 2𝑀𝑀𝑟𝑟𝛼𝛼1𝜙𝜙𝑐𝑐𝑓𝑓𝑐𝑐′𝑏𝑏) Where 𝛼𝛼1 = 0.8, 𝜙𝜙𝑐𝑐 = 0.65, 𝜙𝜙𝑠𝑠 = 0.85, 𝑀𝑀𝑟𝑟 is in Nmm, b=bf is in mm, d is in mm, and 𝑓𝑓𝑐𝑐′ is in MPa *since the T-beam is under positive bending, it is reasonable toassume that the neutral axis is located within the flangeDetermined actual rebar area (As) by choosing from nominal bar sizes and check if it meets the requirements: 𝐴𝐴𝑠𝑠 ≥ 𝐴𝐴𝑠𝑠′ Confirm the maximum tension reinforcement requirement satisfies the Code A23.3 C1.10.5.2: 𝜌𝜌 = 𝐴𝐴𝑠𝑠𝑏𝑏𝑑𝑑  𝑤𝑤ℎ𝑒𝑒𝑟𝑟𝑒𝑒 𝜌𝜌 ≤ 𝜌𝜌𝑏𝑏       𝜌𝜌𝑏𝑏 = 𝐴𝐴𝑠𝑠𝑏𝑏𝑏𝑏𝑑𝑑Determine actual effective depth (d) by determining concrete cover requirements (CSA A23.1), the minimum required bar spacing, and the number of bars in each layer: 𝑠𝑠𝑚𝑚𝑖𝑖𝑠𝑠 = max (1.4𝑑𝑑𝑏𝑏, 1.4𝑎𝑎𝑚𝑚𝑚𝑚𝑚𝑚, 30mm) 𝑏𝑏𝑚𝑚𝑖𝑖𝑠𝑠 = (# 𝑐𝑐𝑓𝑓 𝑟𝑟𝑒𝑒𝑏𝑏𝑎𝑎𝑟𝑟 𝑚𝑚𝑚𝑚 1 𝑙𝑙𝑎𝑎𝑙𝑙𝑒𝑒𝑟𝑟) × 𝑑𝑑𝑏𝑏+ (# 𝑐𝑐𝑓𝑓 𝑟𝑟𝑒𝑒𝑏𝑏𝑎𝑎𝑟𝑟 𝑚𝑚𝑚𝑚 1 𝑙𝑙𝑎𝑎𝑙𝑙𝑒𝑒𝑟𝑟 − 1) × 𝑠𝑠𝑚𝑚𝑖𝑖𝑠𝑠 + 2𝑑𝑑𝑠𝑠+ 2𝑐𝑐𝑐𝑐𝑐𝑐𝑒𝑒𝑟𝑟 Determine actual effective depth and confirm minimum reinforcement requirement is satisfied (A23.3 C1.10.5.1.1 and 10.5.1.2) 𝐴𝐴𝑠𝑠𝑚𝑚𝑖𝑖𝑠𝑠 = 0.2�𝑓𝑓𝑐𝑐′𝑓𝑓𝑦𝑦 𝑏𝑏𝑓𝑓ℎ 𝐴𝐴𝑠𝑠 > 𝐴𝐴𝑠𝑠𝑚𝑚𝑖𝑖𝑠𝑠 𝑎𝑎 = 𝜙𝜙𝑠𝑠𝑓𝑓𝑦𝑦𝐴𝐴𝑠𝑠𝛼𝛼1𝜙𝜙𝑐𝑐𝑓𝑓𝑐𝑐′𝑏𝑏Ensure that 𝑎𝑎 < ℎ𝑓𝑓 so that the neutral axis located in the flange Confirm strength requirement satisfied Code A23.3 C1.8.1.3 𝑀𝑀𝑟𝑟 = 𝜙𝜙𝑠𝑠𝑓𝑓𝑦𝑦𝐴𝐴𝑠𝑠(𝑑𝑑 − 𝜙𝜙𝑠𝑠𝑓𝑓𝑦𝑦𝐴𝐴𝑠𝑠2𝛼𝛼1𝜙𝜙𝑐𝑐𝑓𝑓𝑐𝑐′𝑏𝑏);  𝑀𝑀𝑟𝑟 ≥ 𝑀𝑀𝑓𝑓 Check crack control parameter, that it meets the CSA A23.3 cracking requirements for an exterior exposure: 𝑑𝑑𝑠𝑠 = 𝑑𝑑𝑐𝑐 = ℎ − 𝑑𝑑 𝐴𝐴𝑒𝑒 = 𝑏𝑏𝑤𝑤(2𝑑𝑑𝑠𝑠) 𝐴𝐴 = 𝐴𝐴𝑒𝑒𝑁𝑁 𝑓𝑓𝑠𝑠 = 0.6𝑓𝑓𝑦𝑦 𝑧𝑧 = 𝑓𝑓𝑠𝑠�𝑑𝑑𝑐𝑐𝐴𝐴3  3.3 Column Design Calculated the areas of longitudinal reinforcement (Ast) and concrete with the number of bars given and the rebar size given. Calculate maximum axial load resistance (Prmax) 𝑃𝑃𝑟𝑟𝑟𝑟 = 𝛼𝛼1𝜙𝜙𝑐𝑐𝑓𝑓𝑐𝑐′(𝐴𝐴𝑔𝑔 − 𝐴𝐴𝑠𝑠𝑓𝑓)𝜙𝜙𝑠𝑠𝑓𝑓𝑦𝑦𝐴𝐴𝑠𝑠𝑓𝑓 𝑃𝑃𝑟𝑟𝑚𝑚𝑚𝑚𝑚𝑚 = 0.8𝑃𝑃𝑟𝑟𝑟𝑟 3.4 Basement Wall Design Reinforced concrete wall subject to 40kN/m DL and 20kN/m LL, and lateral soil pressure. γs = 20kN/m3   Ko = 0.5   fc’ = 25MPa   fy = 400MPa   ϕc = 0.65   ϕs = 0.85   b=1000mm Determine wall height: Consider as pin-pin so use hw = 3m Determine the magnitude of the lateral soil pressure:  𝛾𝛾0  =  𝐾𝐾0 𝛾𝛾𝑠𝑠;       𝐻𝐻0  =  ℎ𝑤𝑤 𝛾𝛾0;        𝐻𝐻𝑟𝑟𝑓𝑓  =  1.5 𝐻𝐻0 Determine the factored bending moment: 𝑤𝑤𝑓𝑓  =  𝐻𝐻𝑟𝑟𝑓𝑓2            𝑀𝑀𝑓𝑓 = 𝑤𝑤𝑓𝑓ℎ𝑤𝑤28  Determine the factored shear force as a simply supported beam with a triangular load distribution: 𝑉𝑉𝑓𝑓 = 𝐻𝐻𝑟𝑟𝑓𝑓ℎ𝑤𝑤3  Determine wall thickness: According to A23.3 CI.14.3.6.1 thickness> hu/25 = 120mm or 190mm Use t=200mm Determine factored axial load: 𝑃𝑃𝑓𝑓 = 12.5𝐷𝐷𝐿𝐿 + 1.5𝐿𝐿𝐿𝐿 Determine effective depth:  𝑑𝑑 = ℎ − 𝑐𝑐𝑐𝑐𝑐𝑐𝑒𝑒𝑟𝑟 − 𝑑𝑑𝑏𝑏2  assuming there is only one layer of reinforcement. 𝑑𝑑𝑏𝑏 is the diameter of the rebar chosen. Determine area of tension reinforcement: 𝐴𝐴𝑠𝑠 = 0.0015𝑓𝑓𝑐𝑐′𝑏𝑏(𝑑𝑑 − �𝑑𝑑2 − 3.85𝑀𝑀𝑟𝑟𝑓𝑓𝑐𝑐′𝑏𝑏 ) Determine required bar spacing: 𝑠𝑠 ≤ =  𝐴𝐴𝑏𝑏 1000𝐴𝐴𝑠𝑠  Check reinforcement ratio:  𝜌𝜌 =  𝐴𝐴𝑠𝑠𝑏𝑏𝑑𝑑 Design for shear: Determine effective shear depth: 𝑑𝑑𝑣𝑣  >  0.9𝑑𝑑 𝑐𝑐𝑟𝑟 0.72𝑓𝑓    𝑈𝑈𝑠𝑠𝑒𝑒 𝑑𝑑𝑣𝑣 = 153𝑚𝑚𝑚𝑚 Determine β:  𝛽𝛽 =  2301000+𝑑𝑑𝑣𝑣 Determine Vc:  𝑉𝑉𝑐𝑐 = ∅𝑐𝑐𝜆𝜆𝛽𝛽�𝑓𝑓𝑐𝑐′𝑏𝑏𝑤𝑤𝑑𝑑𝑣𝑣 3.5 Slab on Grade Design From geotech report, floor lab underlain by polyethylene moisture barrier, 100mm of ¾ inch gravel. K = 54MPa/m  gravelly soils, well-graded sands 𝑓𝑓𝑐𝑐′ ≥ 20𝑀𝑀𝐻𝐻𝑎𝑎  𝑈𝑈𝑠𝑠𝑒𝑒 𝑓𝑓𝑐𝑐′ = 25𝑀𝑀𝐻𝐻𝑎𝑎 t=100-150mm Assume slab to be 110mx110mx150mm. Temperature + Shrinkage Reinforcement: 𝑓𝑓𝑠𝑠𝐴𝐴𝑠𝑠 = �𝑤𝑤𝐿𝐿2 � 𝐹𝐹          𝐴𝐴𝑠𝑠 = 44.7𝑚𝑚𝑚𝑚2𝑢𝑢𝑚𝑚𝑚𝑚𝑓𝑓 𝑠𝑠𝑙𝑙𝑎𝑎𝑏𝑏 𝑤𝑤𝑚𝑚𝑑𝑑𝑓𝑓ℎ 𝑓𝑓𝑠𝑠 = 0.67𝑓𝑓𝑦𝑦 = (0.67)(400);𝐹𝐹 = 1.5 𝑤𝑤 = (2400𝑘𝑘𝑔𝑔/𝑚𝑚3)(0.15𝑚𝑚)(9.81𝑚𝑚/𝑠𝑠2) = 3532𝑁𝑁/𝑚𝑚2 𝐿𝐿 = 𝑙𝑙𝑒𝑒𝑚𝑚𝑔𝑔𝑓𝑓ℎ 𝑏𝑏𝑒𝑒𝑓𝑓𝑤𝑤𝑒𝑒𝑒𝑒𝑚𝑚 𝑗𝑗𝑐𝑐𝑚𝑚𝑚𝑚𝑓𝑓𝑠𝑠= 4.5𝑚𝑚 𝑓𝑓𝑐𝑐𝑟𝑟 20𝑚𝑚𝑚𝑚 𝑎𝑎𝑔𝑔𝑔𝑔𝑟𝑟𝑒𝑒𝑔𝑔𝑎𝑎𝑓𝑓𝑒𝑒 𝑠𝑠𝑚𝑚𝑧𝑧𝑒𝑒 𝐴𝐴𝑠𝑠𝑚𝑚𝑚𝑚𝑚𝑚 = 0.001𝐴𝐴𝑔𝑔 = 150𝑚𝑚𝑚𝑚2/𝑢𝑢𝑚𝑚𝑚𝑚𝑓𝑓 𝑠𝑠𝑙𝑙𝑎𝑎𝑏𝑏 𝑤𝑤𝑚𝑚𝑑𝑑𝑓𝑓ℎ > 44.7𝑚𝑚𝑚𝑚2 𝐴𝐴𝑠𝑠 = 150𝑚𝑚𝑚𝑚2 Use 2-10M deformed bars/unit slab width in both directions. Reinforcement should be 1/3 below slab surface. 3.6 Spread Footing Foundation Design Square-shaped footing supporting a 500mm square concrete column. DL=1000kN and LL=1000kN. Maximum aggregate size is 20mm. qall = 250kPa   fc’ = 25MPa   fy = 400MPa   ϕc = 0.65    ϕs = 0.85    Determine footing plan dimensions: 𝐴𝐴 ≥ 𝑃𝑃𝑠𝑠𝑞𝑞𝑎𝑎𝑎𝑎𝑎𝑎= 𝐷𝐷𝐿𝐿+𝐿𝐿𝐿𝐿𝑞𝑞𝑎𝑎𝑎𝑎𝑎𝑎;   𝑏𝑏 = √𝐴𝐴 Determine factored soil pressure: 𝑃𝑃𝑓𝑓 = 1.25𝐷𝐷𝐿𝐿 + 1.5𝐿𝐿𝐿𝐿; 𝐿𝐿𝑓𝑓 = 𝑃𝑃𝑓𝑓𝐴𝐴  Determine concrete shear resistance: 𝑐𝑐𝑐𝑐 = 0.38𝜆𝜆∅𝑐𝑐�𝑓𝑓𝑐𝑐′;  𝑉𝑉𝑐𝑐 = 𝑐𝑐𝑐𝑐𝑏𝑏𝑟𝑟𝑑𝑑 Determine shear perimeter:  𝑏𝑏𝑟𝑟 = 4(𝑓𝑓 + 𝑑𝑑) Check vc criteria: 𝑐𝑐𝑐𝑐 = �1 + 2𝛽𝛽𝑐𝑐�0.19𝜆𝜆∅𝑐𝑐�𝑓𝑓𝑐𝑐′ 𝑐𝑐𝑐𝑐 = �𝛼𝛼𝑠𝑠𝑑𝑑𝑏𝑏𝑟𝑟 + 0.19� 𝜆𝜆∅𝑐𝑐�𝑓𝑓𝑐𝑐′ Determine footing thickness:  ℎ = 𝑑𝑑 + 𝑐𝑐𝑐𝑐𝑐𝑐𝑒𝑒𝑟𝑟 + 𝑑𝑑𝑏𝑏2 Determine factored shear force: 𝑉𝑉𝑓𝑓 = 𝐿𝐿𝑓𝑓𝑏𝑏(𝑏𝑏−2𝑓𝑓 − 𝑑𝑑) Determine effective shear depth: 𝑑𝑑𝑣𝑣  >  0.9𝑑𝑑 𝑐𝑐𝑟𝑟 0.72𝑓𝑓    𝑈𝑈𝑠𝑠𝑒𝑒 𝑑𝑑𝑣𝑣 = 500𝑚𝑚𝑚𝑚 Determine β:   𝛽𝛽 =  2301000+𝑑𝑑𝑣𝑣 Determine Vc:   𝑉𝑉𝑐𝑐 = ∅𝑐𝑐𝜆𝜆𝛽𝛽�𝑓𝑓𝑐𝑐′𝑏𝑏𝑤𝑤𝑑𝑑𝑣𝑣  Determine factored bending moment resistance: 𝑀𝑀𝑓𝑓 =  𝐿𝐿𝑓𝑓(𝑏𝑏 − 𝑓𝑓2 )(𝑏𝑏 − 𝑓𝑓4 )𝑏𝑏 Determine area of flexural reinforcement: 𝐴𝐴𝑠𝑠 = 0.0015𝑓𝑓𝑐𝑐′𝑏𝑏(𝑑𝑑 − �𝑑𝑑2 − 3.85𝑀𝑀𝑟𝑟𝑓𝑓𝑐𝑐′𝑏𝑏 ) Check development length for flexural reinforcement: 𝑙𝑙𝑑𝑑 = 0.45𝑘𝑘1𝑘𝑘2𝑘𝑘3𝑘𝑘4 𝑓𝑓𝑦𝑦�𝑓𝑓𝑐𝑐′ 𝑑𝑑𝑏𝑏  where 𝑘𝑘1 = 𝑘𝑘2 = 𝑘𝑘3 = 𝑘𝑘4 = 1.0 𝑙𝑙 = 𝑏𝑏 − 𝑓𝑓2  Check 𝑙𝑙 > 𝑙𝑙𝑑𝑑 

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