UBC Undergraduate Research

Stadium Neighborhood Underground Parkade and Water Storage Ehrenholz, Alan; Rothfels, Eric; Bonderud, Erik; Huang, Karin; Liu, Monica; Jones, Trevor 2019-04-10

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UBC Social Ecological Economic Development Studies (SEEDS) Sustainability Program Student Research Report Stadium Neighborhood Underground Parkade and Water Storage Alan Ehrenholz, Eric Rothfels, Erik Bonderud, Karin Huang, Monica Liu, Trevor Jones University of British Columbia CIVL 446 Themes: Water, Climate, Land April 10, 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”. Parking and Water Management Mixed Solution – Final Design Report         ii Executive Summary We have prepared a detailed design report for the University of British Columbia (UBC), Campus and Community Planning department, as part of the Social, Ecological, Economic Development Studies program. Our team has been retained as the owner’s engineer on the Stadium Road Neighbourhood Underground Parkades and Water Storage project. This report will provide a summary of work completed, including stormwater analysis, geotechnical considerations, hydraulic analysis, culvert design, parkade design, and construction plan, construction schedule, and financial costs.  The project has both primary and secondary objectives. The primary objective of the project is stormwater management of the site area, and the secondary objective is the design and integration of a parkade into the Stadium Neighbourhood. To meet client requirements, both daily precipitation and emergency storm water events will be included in the stormwater analysis. The parkade design will be inclusive of both current and future residential needs.  The majority of the stormwater storage capacity will be provided by a bioswale running between the travel lanes of West 16th Avenue. The bioswale will be 380m in length and range from 6.1m to 10.6m in width. The depth of the swale will be 2m from the top of wall to the top of bedding soil. The bedding soil will be 0.2m deep to allow it to act as an adequate growing median for the plants, including bullrush. The retaining walls of the swale will be 0.15m wide, and 4.3m deep and secure with anchor rods to prevent overturning. The bottom slab of the swale will be 0.45m deep, with 20M rebar at 300mm spacing to provide appropriate structural capabilities. Three pumps in series will recirculate water from the bottom of the swale to the top. In addition, a 2% slope will be maintained through the length of the swale; both of these measures will prevent water from remaining stagnant throughout the swale. A pedestrian crossing will be constructed midway along the length, with an 870mm corrugated steel pipe.  The underground parkade will measure 110m by 62m and be integrated into the stadium structure. The parkade will act as event parking, in addition to considering transportation projections and sustainable development. The parkade will require a 250mm thick, 13m deep concrete diaphragm wall with 9m anchor rods. The base slab will consist of 420mm concrete slab with 6-25M rebar, and a 450mm slab with 25M rebar at 80mm will form the roof. In each direction, ten Concrete beams sized 800mm x 400mm with 4-25M rebar will carry the loads to 970mm x 970 mm columns with 12-20M rebar. The parkade will replace the current number of stalls that are provided, coming to a total of 150 stalls. This will include 15 electric vehicle charging stations. Finally, the parkade will include 50 class A bike storage spaces.  The construction of the bioswale and parkade is expected to take 264 and 511 days respectively. The total project time is expected to be 796 days with 3 months of weathering allowance. The construction cost is estimated to be $3.16M for the swale, $4.97M for the parkade, $4.67M for fees and contingency, and a total cost of $12.8M. A service life maintenance plan yielded annual costs of $7k and $17k for the swale and parkade respectively. Converted to net present value over the 100-year design life yields a cost of $570K, bringing the total lifetime project cost to $13.4M.  Parking and Water Management Mixed Solution – Final Design Report          iii   Figure 0: Stadium road neighbourhood - parking and water management mixed solution overview  Parking and Water Management Mixed Solution – Final Design Report         iv TABLE OF CONTENTS Executive Summary .................................................................................................... ii 1 Introduction .............................................................................................................7 1.1 OVERVIEW AND OBJECTIVES ............................................................................................................... 7 1.2 SITE CONSTRAINTS ............................................................................................................................ 7 1.3 GEOTECHNICAL AND GROUNDWATER INVESTIGATION ............................................................................. 8 1.4 WORK BREAKDOWN ....................................................................................................................... 12 2 Bioswale and Roadwork ....................................................................................... 14 2.1 STORMWATER ANALYSIS .................................................................................................................. 15 2.2 BIOSWALE SIZING ........................................................................................................................... 16 2.3 RETAINING WALLS DESIGN ............................................................................................................... 17 2.4 BIOSWALE SLAB DESIGN .................................................................................................................. 18 2.5 WATER RECIRCULATION SYSTEM ....................................................................................................... 19 2.6 STEEL WEIR DESIGN ........................................................................................................................ 21 2.7 PEDESTRIAN CULVERT ..................................................................................................................... 22 3 Parkade ................................................................................................................. 24 3.1 PARKADE FEATURES ........................................................................................................................ 25 3.2 STRUCTURAL ANALYSIS AND DESIGN .................................................................................................. 26 3.2.1 Design Loads ....................................................................................................................... 26 3.2.2 Structural Components ...................................................................................................... 28 3.3 GEOTECHNICAL DESIGN ................................................................................................................... 30 3.3.1 Retaining Walls ................................................................................................................... 30 3.3.2 Foundation .......................................................................................................................... 30 3.3.3 Excavation Construction Sequence .................................................................................... 32 4 Project Management ............................................................................................ 33 4.1 PROJECT RISK AND SAFETY MANAGEMENT PLAN ................................................................................. 33 4.2 ENVIRONMENTAL PLAN ................................................................................................................... 34 4.3 STAKEHOLDER PLAN AND SOCIAL SUSTAINABILITY ................................................................................ 35 4.4 SCHEDULE ..................................................................................................................................... 36 4.5 COST ESTIMATE .............................................................................................................................. 37 4.6 CONSTRUCTION PLAN AND METHODS ................................................................................................ 38 4.6.1 Swale and Road Diet .......................................................................................................... 39 4.6.2 Parkade ............................................................................................................................... 40 4.7 TRAFFIC MANAGEMENT PLAN .......................................................................................................... 41 4.8 ANTICIPATED CONSTRUCTION ISSUES ................................................................................................. 41 4.9 SERVICE LIFE MAINTENANCE PLAN .................................................................................................... 42  Parking and Water Management Mixed Solution – Final Design Report         v A References .......................................................................................................... XLIV B Schedule ............................................................................................................. XLVI C Cost Estimate ........................................................................................................ LIII C.I ROAD AND SWALE CONSTRUCTION .................................................................................................... LIII C.II PARKADE CONSTRUCTION ............................................................................................................... LIV C.III SUMMARY ................................................................................................................................... LVI D Service Life Maintenance Plan ............................................................................ LVII D.I SWALE ......................................................................................................................................... LVII D.II PARKADE ..................................................................................................................................... LIX E Traffic Management Plan ...................................................................................... LX F Structural Calculations (Beams and Columns) .................................................... LXIII G Pump Data Sheets .............................................................................................. LXVI H Reinforced Cast-In-Place Concrete Specifications ............................................. LXXI H.I GENERAL .................................................................................................................................... LXXI H.I.I Requirements .................................................................................................................... LXXI H.I.II References ........................................................................................................................ LXXI H.I.III Submittals ........................................................................................................................ LXXI H.II PRODUCTS ................................................................................................................................ LXXII H.II.I Fine Aggregate ................................................................................................................ LXXII H.II.II Coase Aggregate ............................................................................................................ LXXII H.II.III Cement .......................................................................................................................... LXXII H.II.IV Formwork and Falsework ............................................................................................. LXXII H.III CONSTRUCTION ........................................................................................................................ LXXII H.III.I Mixing ............................................................................................................................. LXXII H.III.II Pumping ....................................................................................................................... LXXIII H.III.III Finishing ...................................................................................................................... LXXIII H.III.IV Field Quality Control ................................................................................................... LXXIII I Geotechnical Results and Calculations .............................................................. LXXIV I.I SWALE WALLAP ANALYSIS RESULTS .............................................................................................. LXXIV I.II PARKADE WALLAP ANALYSIS RESULTS ........................................................................................... LXXV I.III PARKADE CALCULATIONS............................................................................................................. LXXVI J Swale Calculations .............................................................................................. LXXX K Detailed Design Drawings ............................................................................... LXXXIII  Parking and Water Management Mixed Solution – Final Design Report         vi LIST OF ILUSTRATIONS  LIST OF FIGURES Figure 1: Site overview .......................................................................................................................... 7 Figure 2: Dewatering well schematic [2] ........................................................................................... 11 Figure 3: Swale map ............................................................................................................................ 14 Figure 4: Typical swale cross section ................................................................................................. 17 Figure 5: Pump and system demand curves ...................................................................................... 20 Figure 6: Recirculation pipe upstream ............................................................................................... 21 Figure 7: Steel weir cross-section....................................................................................................... 22 Figure 8: Pedestrian crossing culvert ................................................................................................. 23 Figure 9: Plan view of the underground parkade .............................................................................. 24 Figure 10: Electric car charging stations on the East side ................................................................. 25 Figure 11: Bike storage ....................................................................................................................... 26 Figure 12: Beam and column locations .............................................................................................. 29  LIST OF TABLES Table 1: Approximate soil profile at 16th Avenue and Wesbrook Mall: [2]....................................... 9 Table 2: Average daily precipitation volumes for 16th Avenue catchment by season ................... 16 Table 3: Bioswale retaining wall anchor design ................................................................................. 18 Table 4: Bioswale excavation sequence ............................................................................................. 18 Table 5: Design loads .......................................................................................................................... 27 Table 6: Design load combinations .................................................................................................... 28 Table 7: Parkade retaining wall anchors ............................................................................................ 30 Table 8: Footing specifications summary .......................................................................................... 31 Table 9: Parkade excavation sequence .............................................................................................. 32 Table 10: Summary of main task groups............................................................................................ 37 Table 11: Construction cost estimate ................................................................................................ 38  Parking and Water Management Mixed Solution – Final Design Report Introduction      7 1 Introduction 1.1 Overview and Objectives Future land development of the Stadium Road Neighbourhood (SRN) is proposed by UBC.  The SRN is bordered by the UBC Botanical Garden, East Mall, West 16th Avenue, and Stadium Road.  Future land development of the area includes the relocation of the current Thunderbird Stadium and the development of a high-density residential area. Due to the increase of impermeable surfaces, design of a new mixed-use underground parkade and stormwater detention system has been requested.  The designs in this report are based on the SRN community plan provided at the CIVL445 Plenary Session on September 10, 2018 and are subject to alteration upon changes made to the SRN development plan. Figure 1: Site overview 1.2 Site Constraints Site constraints for the stormwater retention system include limited space for storage.  Additionally, the available space on site is a narrow and elongated shape, which poses design Parking and Water Management Mixed Solution – Final Design Report Introduction      8 challenges.  Further, the site resides on a slope that is highest in the North-East corner and lowest in the South-West corner.  The grading of the site poses challenges for water storage, particularly in the underground parkade which is to be located along the Eastern edge of the site, where the elevation is among the highest in the catchment area. A limit on water storage is a practical constraint for this project that arises from the limited land space on site.  Average stormwater volumes can be practically stored, however the volume from a 1:100-year storm will necessitate a safe exit drainage to the ocean to prevent flooding. Outflow constraints for this site are a significant design requirement.  It is required in regular precipitation events, as well as in a 1:100-year storm event, that cliff erosion from water runoff is not permitted.  Preventing stormwater flooding into the UBC Botanical Gardens is another design constraint.  Runoff can be controlled and thus cliff erosion mitigated using detention and release systems explained in more detail in further sections of this report.  Taking the UBC Sustainability Initiative into account, we plan to meet or exceed these goals by minimizing the impact on the areas surrounding the SRN, by minimizing stormwater causing cliff erosion, and by utilizing an environmentally friendly and attractive swale design for water storage. 1.3 Geotechnical and Groundwater Investigation A research investigation of soil and groundwater conditions has been conducted to gain an understanding of the impact of the proposed SRN developments.  This section will detail the findings of the research investigation. A geotechnical investigation was carried out by GeoPacific Consultants Ltd. in July of 2006 at the south-east corner of West 16th Avenue and Wesbrook Mall [1].  The investigation report has been provided to us by the client.  GeoPacific Consultants performed and recorded three bore holes at the aforementioned location.  The soil profile reported is summarized as shown in  Table 1 below.  If the Parking and Water Management Mixed Solution – Final Design Report Introduction      9 stratigraphy at the SRN site is similar to soil profile in Figure 2, development can likely be carried out without requiring extensive ground improvement prior to construction.  Table 1: Approximate soil profile at 16th Avenue and Wesbrook Mall: [2]     A geotechnical and groundwater investigation was carried out by Piteau Associates in September of 2002 at the North end of the UBC campus [2].  Their study area was centered around the Museum of Anthropology (MOA).  The report of the investigation has been provided to us by the client.  Piteau Associates drilled six bore holes, conducted a groundwater analysis, and performed a slope stability analysis at the aforementioned location. Conclusions of relevance to this project from the Piteau report include: 1. In most areas, 16 to about 22 m-asl of dense, low permeability till overlays an upper aquifer quadra sand unit.  Some of the water in the upper aquifer seeps down to the lower aquifer unit which is located just above sea level.  Only a small portion of the water in the upper aquifer discharges high up on the cliff face where it could cause local slope instability. 2. The discharge from the Lower aquifer is typically through talus and beach deposits and does not exacerbate slope instability. 3. No significant change in water level from 1975 to 2002 was observed, which indicates that developments that occurred during that time period, including the construction of the MOA did not have an impact on aquifer water levels and did not increase discharge from the cliff face.  Depth from (m) Depth to (m) Soil Description 0 0.3 Topsoil 0.3 9.2 Glacial Till Parking and Water Management Mixed Solution – Final Design Report Introduction      10 4. Provided that groundwater seepage control measure are implemented, new building development will not impact the upper quadra sand aquifer and so will not contribute to cliff slope instability. From the relevant conclusions and recommendations in the Piteau report, recommendations for development of the SRN are as follows: 1. Perimeter drainage of new buildings should be directed to a piped storm drain system. 2. Water level monitoring using monitoring wells should be established at quarterly intervals for the next three years to produce a baseline trend prior to construction. The installation of passive dewatering wells should be considered, similar to what has been installed near the cliffs by the MOA.  A diagram of such a dewatering well is provided by Piteau Associates and is shown in the figure below.  The purpose of the dewatering well is to drain water from the upper aquifer to the lower aquifer, where discharge does not exacerbate slope stability, thereby reducing the volume of water discharging from the upper aquifer higher on the cliff face. Parking and Water Management Mixed Solution – Final Design Report Introduction      11 Figure 2: Dewatering well schematic [2] It is important to note the research conducted in this section is based off of previous investigations which were both significant distance from the SRN site.  Therefore, we are basing our soil layer and groundwater assumptions off of investigations that are spatially distant and hence must be followed with further investigation in the SRN site.  In this report geotechnical design of the parkade foundation and retaining walls and swale retaining walls has been outlined.  However, geotechnical investigation on site is required prior to construction.  Parking and Water Management Mixed Solution – Final Design Report Introduction      12 1.4 Work Breakdown Section Primary Reviewer Letter of Transmittal Erik Bonderud Karin Huang Executive Summary Erik Bonderud Karin Huang Introduction Erik Bonderud Karin Huang Report Creation Erik Bonderud Karin Huang Geotechnical Investigation Eric Rothfels Alan Ehrenholz Bioswale and Roadwork   Overview Erik Bonderud Monica Liu Stormwater Analysis Trevor Jones Alan Ehrenholz Bioswale Sizing Trevor Jones Alan Ehrenholz Retaining Wall Eric Rothfels Erik Bonderud Slab Design Trevor Jones Eric Rothfels Water Recirculation Trevor Jones Alan Ehrenholz Steel Weir Trevor Jones Alan Ehrenholz Pedestrian Culvert Alan Ehrenholz Trevor Jones Parkade   Overview Monica Liu Trevor Jones Features Monica Liu Trevor Jones Structural Analysis Monica Liu Trevor Jones Geotechnical Eric Rothfels Erik Bonderud Project Management   Safety Plan Monica Liu Trevor Jones Environmental Plan Karin Huang Trevor Jones Stakeholder Plan Karin Huang Monica Liu Schedule Karin Huang Erik Bonderud Cost Estimate Erik Bonderud Karin Huang Parking and Water Management Mixed Solution – Final Design Report Introduction      13 Construction Plan Erik Bonderud Karin Huang Construction Issues Karin Huang Erik Bonderud Traffic Management Plan Trevor Jones Karin Huang Service Life Maintenance Plan Erik Bonderud Karin Huang Appendices:   Drawings Alan Ehrenholz Trevor Jones References Erik Bonderud Alan Ehrenholz     Parking and Water Management Mixed Solution – Final Design Report Bioswale and Roadwork      14 2 Bioswale and Roadwork In order to minimize stormwater leaving the Stadium Road Neighbourhood, promote sustainable water use [3], and maintain the aesthetics and environmental integration that UBC promotes, a bioswale was designed along the length of W16th Avenue from East Mall to SW Marine Drive. The bioswale is the primary rainfall storage facility for our project and is an 10.9 meter wide concrete structure that will be installed along the median of West 16th Avenue. The exact location of the bioswale is shown in Figure 3. The bioswale will be composed three 10.6 meter by 100 meter concrete slabs that each will have two retaining wall on either side of them. In addition, the bioswale will have a pump and pipe system to recirculate water throughout the bioswale and it will have three steel weirs at the downstream end of each slab. We have also designed a pedestrian crossing to connect the Southern bus stop to the crosswalk on the Northern side of West 16th Avenue. Figure 3: Swale map Parking and Water Management Mixed Solution – Final Design Report Bioswale and Roadwork      15 2.1 Stormwater Analysis Based on the United States Environmental Protection Agency (EPA) Storm Water Management Model (SWMM) file provided by the client, the peak stormwater precipitation rate and total daily precipitation in a 1:100-year storm event was determined to be 15 mm/h and 129 mm respectively.  For the 34 hectare W 16th Avenue catchment area, the total precipitation in one such storm produces 43870 m3 of stormwater.  This volume of stormwater far exceeds the proposed water retention system’s capacity of 2700 m3 and hence would be discharged. The Rational Method was used to determine the 1:100-year peak flow rate in the catchment of 3672 m3/h.  The peak flow was calculated using a catchment area of 34 hectares and assumes a future ratio of 70 percent impermeable surfaces due to development of the SRN.  Assuming an elevation difference of at least 2 m from the bottom of the swale to the bottom of the discharge pipe, an 18” (457 mm) diameter pipe would be sufficient to safely transport the peak flow to the outflow location.  At the pipe outflow location, we propose installing a controlled runout to the ocean.  The runout is to consist of a concrete base overlaying the slope, with rip rap placed on top of the concrete at the base of the slope to slow outflow.  This system would not contribute to cliff erosion due to the water being not in contact with the soil.  In terms of sustainability, the water will exit the runout with a reduced velocity due to the rip rap to ensure it does not disrupt the surrounding ecosystem. For average precipitation, Canadian Climate Normals for Vancouver Oakridge station from 1981-2010 was utilised [4] for average precipitation volumes per month.  These volumes were then used to calculate average volume of precipitation per day for the 34 hectare 16th Avenue catchment area.  All of the rainwater will be retained for potential reuse to supply the Botanical Gardens, and the stadium field.  For average winter months, we expect 2473 m3/day, as shown in the following table. Parking and Water Management Mixed Solution – Final Design Report Bioswale and Roadwork      16 Table 2: Average daily precipitation volumes for 16th Avenue catchment by season      2.2 Bioswale Sizing The size of the swale was adjusted from the conceptual design based on a more detailed examination of the site, as well as preliminary stormwater demand calculations.  After more detailed calculations were conducted, it was determined that a typical winter storm event will deliver ~2400m3 of water over the course of the day. In order to account for that, the storage depth of the swale needs to be 1.2m; however, the swale was designed to 1.6m to allow space for the plant soil and a protective rip rap cover. The flow depth will remain at 1m as this is the height needed to reach the top of the outflow pipe with some buffer. This results in a total depth of 2.6m. In order to withstand the expected flows of a 100-year storm event, the width was increased to be roughly 10m. Due to site constraints there will be some variation in swale width along the length, and at roughly the middle of the length the swale will contract and pass underneath a pedestrian path via a large culvert. It was determined that the existing outflow pipes discharging at Old Marine Drive are sufficiently large to meet demand during the 100-year event. They will, however, be modified to connect the inflow to the West end of the swale and the outflow to the bottom of the cliff. Season Average Daily Precipitation (m3/d) Winter 2473 Spring 1166 Fall 1184 Summer 581 Parking and Water Management Mixed Solution – Final Design Report Bioswale and Roadwork      17 In order to prevent standing water, a pump system will transfer a low flow of water from the bottom of the swale to the top.  A pump and simple filtration system will be incorporated into the swale to allow the stored water to be used in the surrounding area. Some used for the water include watering the sports field and irrigating the botanical garden.  Figure 4: Typical swale cross section 2.3 Retaining Walls Design The bioswale retaining walls were designed using WALLAP software with a factor of safety of 2.  A 50kPa load adjacent to the walls was assumed to account for traffic loading from the West 16th Avenue roadway.  Structural fill to a depth of 1.2m below surface level was assumed to overlay a layer of silty sand.  Groundwater level was assumed to be static and at 4m below surface grade.  WALLAP analysis results can be found in Appendix J. Concrete diaphragm walls were designed with a depth of 4.3m and width of 150mm.  The walls were designed with bar anchors having an unbonded length of 3m, a bonded length of 1m, a safety Parking and Water Management Mixed Solution – Final Design Report Bioswale and Roadwork      18 factor of 2, a load of 31kN per strut, and with specifications in the following table.  A safety factor of 2.8 was found using WALLAP for the stability of the bioswale walls. Table 3: Bioswale retaining wall anchor design Type Depth (m) Horizontal Spacing (m) Length (m) Diameter (mm) Inclination angle (deg) Bar Anchor 1.5 3 4 150 30 Construction of the retaining walls and slab base will be carried out in the following sequence: Table 4: Bioswale excavation sequence Stage Description 1 Excavate to elevation of 1.75m below existing grade 2 Install anchor at elevation 1.5m below surface grade 3 Excavate to elevation of 3.35m below existing grade 4 Compact natural soil 5 Place 300mm of granular subbase 6 Place 300mm of 2” minus crushed drain rock Compaction of the natural soil, subbase, and crushed drain rock layer using vibratory or rolling compactors is required prior to pouring the concrete slab.  The drain rock layer will mitigate differential settlement of the swale base in saturated conditions, given that some leakage is likely to occur.  Note that on-site geotechnical investigation of soil and groundwater conditions is required prior to all excavation and construction 2.4 Bioswale Slab Design The bioswale will have three 100 meter by 10.6 meter wide reinforced concrete slabs and will be designed according to CSA23.3 for Reinforced Concrete Structures. For the structural design of each bioswale slab, the bearing capacity of the soil beneath the slab needed to be determined. The bearing capacity was calculated to be 969kPa using the assumptions that phi is 33 degrees and that the saturated density of the soil is 19kN per meter cubed. The bearing capacity sample calculations are in Appendix J. Parking and Water Management Mixed Solution – Final Design Report Bioswale and Roadwork      19 From there, the amount of steel needed for each slab can be determined. The design load for each slab is two meters of water and the water is considered a live load. Through the calculations in Appendix J, it was determined that no structural steel is needed for the slab and that only the minimum amount of steel is needed for shrinkage of the concrete.   The next step in the structural design of each bioswale slab is determining the thickness of the concrete slab. For these calculations, it was assumed that each slab is simply supported between the two retaining walls and that each slab is a one-way slab. The minimum slab thickness was determined to be 530mm. The actual thickness of the slab is 550mm for easier constructability.  The final step in the design of each bioswale slab is determining what type of rebar will be used and the spacing of the rebar. Through the calculations in Appendix J, it was determined that the minimum rebar area is 900mm2 for a one meter width of the slab. The maximum spacing of the rebar is 500mm. The rebar design for the concrete slab is 20M bars at 300mm spacing.   Figure 5: Water recirculation system 2.5 Water Recirculation System For the recirculation of water throughout the bioswale, our team has designed a pump and pipe system that will transport water from the downstream end of the bioswale to the beginning of the bioswale. The pump system will have three pumps in series, each with a different range of operating Parking and Water Management Mixed Solution – Final Design Report Bioswale and Roadwork      20 flow rates. During the operation of the bioswale, only one pump will operate at a time and the pump system will be able to accommodate flows between 7L/s and 26L/s. The pump system needs that range of operational flow rates to accommodate the range of flow rates expected from the Stadium Neighborhood. The pump system is designed to have only one pump operate at a time to allow maintenance to be performed on the other pumps and to ensure each pump operates near maximum efficiency. The pump curve sheets are in Appendix G. The pipe connecting the downstream pumps to the beginning of the bioswale is 150mm diameter steel pipe. The system demand curve and the different pump curves of the pumps operating at maximum rotational speed are shown in Figure 5. The system demand curve starts at 15 meters because there is a 15 meter elevation difference between the beginning and end of the pipe system. The system demand data sheet is in Appendix G. Figure 5: Pump and system demand curves Parking and Water Management Mixed Solution – Final Design Report Bioswale and Roadwork      21 The pumps will be housed in a building on the downstream end of the bioswale as seen in Appendix J. The water will be siphoned at the bottom of the bioswale and will be transported to the pumps which will be one meter above the maximum water level. After the recirculated water has gone through each of the pumps it will then be transported to the upstream portion of the bioswale through a pipe at the bottom of the bioswale. The upstream portion of the water recirculation system is shown in  Figure 6. The structural design of the pump building will be contracted out to a structural engineering consultant. Figure 6: Recirculation pipe upstream 2.6 Steel Weir Design At the downstream end of each bioswale slab, there will be a steel weir installed to control the flow of the stormwater throughout the bioswale. The steel weirs will have a rectangular opening shown in Figure 7 and in Appendix J. The dimensions of the rectangular opening are designed to handle the peak flow expected from the Stadium Neighborhood. The calculations for determining the size of the rectangular opening are shown in Appendix J. The calculations assumed that the water level in the bioswale is one meter deep because the rectangular opening is being sized for the situation where the bioswale is at its expected capacity. The assumed value of the discharge Parking and Water Management Mixed Solution – Final Design Report Bioswale and Roadwork      22 coefficient is the conservative coefficient value for rectangular weirs. The dimensions of the rectangular opening are 653mm wide and 1.9 meters high. Figure 7: Steel weir cross-section 2.7 Pedestrian Culvert We have designed a pedestrian crossing that connects the South bus stop to the North bus stop. The pedestrian crossing is an asphalt pathway, 50mm in depth, and is 2.4m in width. The culvert for the pedestrian crossing will be an 870mm diameter corrugated steel pipe. The calculations for the sizing of the culvert is in Appendix J . The calculations assumed that the flow through the culvert is the peak hour flow from the Stadium Neighborhood. The calculations show that the minimum size of culvert is 668mm diameter. The 870mm culvert was chosen to ensure the culvert would have the capacity to withstand unexpected large flows. The structural analysis of the culvert will be done by a sub consultant according to the Handbook of Steel Drainage and Highway Construction Products. Parking and Water Management Mixed Solution – Final Design Report Bioswale and Roadwork      23  Figure 8: Pedestrian crossing culvert   Parking and Water Management Mixed Solution – Final Design Report Parkade      24 3 Parkade In addition to the bioswale, a parkade is also designed for the South Campus Stadium Neighbourhood to provide parking spaces for stadium events. A single-level underground parkade with a capacity of 162 cars is to be constructed directly underneath the stadium. It will situate directly beneath the stadium, with access from the South through East Mall. The parkade capacity is analyzed and proposed in the preliminary report based on the current Thunderbird Stadium parking capacity and the projection of population growth in the area. Functionality of the new stadium is also considered. The Vancouver Parking Bylaw dictates that at least 10% of the parking stalls should be equipped with EV charging stations.   Figure 9: Plan view of the underground parkade Parking and Water Management Mixed Solution – Final Design Report Parkade      25  Figure 10: Electric car charging stations on the East side 3.1 Parkade Features The parkade is designed with the goal to best move cars in and out of the space with ease. The entrance and exits will be single ramp designs and will be located on opposite sides of the parkade to minimize obstruction of view of the drivers and avoid potential collision. The parkade will include an elevator and concrete stair well that will take the guests to the ground floor as well as stadium levels. Design collaboration with the above stadium is required to provide the most efficient access to the space. The dimensions of the stalls and aisle space is designed in compliance with the City of Vancouver Parking Guidelines [5]. The parkade will feature temporary or permanent Class A storage place for 50 bicycles, as well as 15 electrical vehicle charging stations. The EV charging station will be located at the East side of the parkade, directly to the right coming down the ramp. The parkade will include illumination system with strip lighting fixtures running parallel with the aisles; fixtures will be installed above all stalls and at all corners of the facility. As a parking garage is rated as “Low Hazard Industrial Occupancies” as per the City of Vancouver Fire By-laws, fire protection system is needed and must Parking and Water Management Mixed Solution – Final Design Report Parkade      26 be designed and reviewed by a sprinkler engineer. HVAC system is to design by a mechanical engineer to provide ventilation of the underground space.  Figure 11: Bike storage 3.2 Structural Analysis and Design The parkade is designed as a cast-in-place concrete beams and columns structure. In this section of the report, assumptions for design load, and dimensions of the columns, beams, and slab components are presented. 3.2.1 Design Loads The parkade is situated directly above the stadium, so the gravity load demand calculation assumes of the weight of the distributed area load of the stadium. It should be noted that the design load will change once a more detailed design of the stadium structure is provided. A summary of the calculated load is provided in Table 5 below. The wind load is calculated for the specific geological location obtaining relevant design values from the National Building Code (2010). The snow load is calculated using the ground snow load (Ss) of 1.9 kPa, and associated rain load (Sr) of 0.3 kPa. In addition, dead loads are calculated and analyzed based on the assumption that the stadium will be a steel frame structure with concrete slabs and decking. The MEP system, Parking and Water Management Mixed Solution – Final Design Report Parkade      27 fixtures, and bleachers are also considered, which results in a total unfactored dead load of 52.1 kPa. A live load of 4.8 kPa is prescribed for stadium bleachers as per the National Building Code (2010).   Table 5: Design loads Wind Loads       pi = Iw*q50*Ce*Cgi*Cp    Iw importance factor 1.15  q50 basic roof snow load factor 0.45 kPa Ce wind exposure factor 1.55  Cg slope factor 2  Cp shape factor           -0.45 to 3  Wind loads   1.77 kPa     Snow Loads    S=ls [Ss*(Cb*Cw*Cs*Ca)+Sr]        Ss ground snow  1.9 kPa Cb basic roof snow load factor 0.8  Cw wind exposure factor 1  Cs slope factor 1  Ca shape factor 1  Sr associated rain load 0.3 kPa Total snow load  1.82 kPa     Live Loads    Live load for roof  1 kPa Live load for bleachers  4.8 kPa Total Live Load   5.8 kPa     Parking and Water Management Mixed Solution – Final Design Report Parkade      28 Dead loads Steel frame 15.80 kPa  Concrete slabs  24.0 kPa  membrane 1.0 kPa  insulation 1.0 kPa  sprinklers 1.0 kPa  fixtures 1.0 kPa  decking 10.0 kPa  bleachers 0.3 kPa Total Dead Load  54.10 kPa   Based on the above load components, the governing load is found to be 77.33 kPa applied evenly distributed through the top of the underground parkade. The combinations of loads analyzed are shown below: Table 6: Design load combinations Case principal loads Loads   1 1.4D 75.74 kPa 2 (1.25D or 0.9D) +1.5L 76.33 kPa 3 (1.25D or 0.9D) +1.5S 70.36 kPa 4 (1.25D or 0.9D) +1.4W 75.52 kPa 5 1.0D + 1.0 E 54.10 kPa Governing Load  76.33 KPa   3.2.2 Structural Components Using the distributed area load above, the parkade structure is modelled as a simple beams and columns structure with columns spaced out on average every 4 stalls in the parkade. The beams run parallel to the slab connecting all columns and providing slab support. An open web 3D structural Parking and Water Management Mixed Solution – Final Design Report Parkade      29 analysis software SkyCiv is used to obtain the maximum bending moment, shear stress, and axial load of the structural components. A schematic drawing of the locations of the beams and columns is shown here:   Figure 12: Beam and column locations The underground parkade is designed to support the above stadium weight, and beams and columns are sized based on the maximum stress and moments using the <Reinforced Concrete Design: A Practical Approach> by Brzev and Pao. The beams are sized 800mm x 400mm and require 4-25M longitudinal rebars running throughout the length of the beam in the tension zone. Furthermore, columns are subject to combined axial load and flexure and are responsible for transmitting vertical loads to the foundation. The columns 970mm x 9700 mm and will have 12-25M longitudinal rebars that help increase the column’s compression and flexural capacity. Section detailed design drawings of the columns and beams are attached in the Appendix J. The suspended slab above the underground parkade will be 450 mm in depth with 12-25M steels rebars installed every 1000m width. The slab on grade will be 420 mm in depth and will have 6-25M rebars resisting the lateral earth pressure from below. Parking and Water Management Mixed Solution – Final Design Report Parkade      30 A sample of the structural calculation can be found in Appendix F. Specifications for cast-in-place concrete can also be found in Appendix I.  3.3 Geotechnical Design This section of the report will outline the geotechnical design aspects of the parkade structure and includes design of the retaining walls as well as the column footings. 3.3.1 Retaining Walls The retaining walls were designed using WALLAP analysis software.  A factor of safety of 2 was used.  A load of 50kPa was assumed from the adjacent roadways 1m in horizontal distance from the edge of the parkade wall.  Structural fill to a depth of 1.2m below surface level was assumed to overlay a layer of natural silty sand.  Groundwater level was assumed to be static and at 4m below surface grade.  WALLAP analysis results can be found in Appendix J.   The retaining structure will consist of 250mm thick, 13m deep concrete diaphragm walls.  Bar anchors with 150mm diameter and 9m length are to be installed at 2.5m below surface grade at 2m horizontal spacing. The anchors will have 3m of bonded length, 6m of unbonded length and were designed with a safety factor of 2 and a load of 273kN per anchor.  The anchor specifications are shown below.  A safety factor of 2.2 was found using WALLAP for the stability of the walls. Table 7: Parkade retaining wall anchors Type Depth (m) Horizontal Spacing (m) Length (m) Diameter (mm) Inclination angle (deg) Bar Anchor 2.5 2 9 150 30 3.3.2 Foundation A square shallow foundation was designed using a factor of safety of 2 and assumed water level of 4m below existing grade. Soil unit weight was assumed to be 19 kPa, and the Parking and Water Management Mixed Solution – Final Design Report Parkade      31 internal friction angle of the soil was assumed to be 33 degrees.  The foundation design was checked for shear failure, punching shear, and contact bearing pressure.  Footing design calculations can be found in Appendix J. The footing was designed to be 3.3m by 3.3m wide, with a thickness of 0.9m.  Rebar sized at 25mm in diameter will be placed with 150mm of cover from the bottom of the footing, 75mm of cover from the sides, and 215mm of horizontal spacing, for a total of 14 bars.  The bottom of the footing is to be 3m below the bottom of the parkade slab.  The footing’s column is to be 2.1m in height, and 0.65m by 0.65m in width.  A summary of the footing specifications is shown in the following table. Table 8: Footing specifications summary Item Width (m) Thickness (m) Rebar, # of bars Rebar  Diameter (mm) Rebar Cover from bottom (mm) Rebar Cover from sides (mm) Rebar Spacing (mm) Square Footing 3.3 0.9 14 25 150 75 215  Schmertmann’s method was used to estimate the amount of elastic settlement would occur assuming granular soil as described above.  Water level was again assumed to be at a static 4m below existing grade, and a homogeneous soil modulus of elasticity of 37.5MPa was assumed.  An elastic settlement of 47mm was calculated for the above specified foundation design.  Additionally, a maximum differential settlement between adjacent footings of 16mm was calculated.  Provided this settlement is determined to be above the allowable, preloading the parkade area with a suitable load prior to excavation is recommended. Note that on-site geotechnical investigation of soil and groundwater conditions is required prior to all excavation and construction. Parking and Water Management Mixed Solution – Final Design Report Parkade      32 3.3.3 Excavation Construction Sequence Construction of the retaining walls and slab base will be carried out in the following sequence: Table 9: Parkade excavation sequence Stage Description 1 Excavate to elevation of 3m below surface grade 2 Install anchor no.1 at elevation of 2.5m below surface grade 3 Dewater excavation area to 5.5m below surface grade 4 Excavate to elevation of 5.3m below surface grade and compact 5 Place 300mm of 2” minus crushed drain rock and compact  Compaction of the natural soil and crushed drain rock layer using vibratory or rolling compactors is required prior to pouring the concrete slab.  The drain rock layer will mitigate differential settlement of the slab base in saturated conditions.    Parking and Water Management Mixed Solution – Final Design Report Project Management      33 4 Project Management A detailed project management plan was created for this project. It consists of a risk management plan, environmental plan, safety plan, stakeholder plan, construction schedule, construction cost estimate, construction plan, traffic management plan, and service life maintenance plan.  4.1 Project Risk and Safety Management Plan The project risk and safety management plan aims to identify and mitigate risks associated with the design and construction of the project. This section also includes a risk mitigation framework that would be followed and performed when a risk is identified. Some project risks identified are listed below, but are not limited to:  Difference in preliminary budget and actual project cost   Request to change design drawings due to change in UBC South Campus Neighbourhood Development Plan  Scope gap not identified in the designed phase of the project  Unavailability and lead time of materials that can hinder construction schedule  Potential delays in schedule due to unforeseen circumstances All risks when identified should be report to the owner, project manager, or appropriate party in order to proceed with mitigation. Identified project risks should follow the below framework:   Identify   Acknowledge the risk and accepts the existence of the risk  Report to project manager and authorizing party if appropriate  Assess  Use qualitative or quantitative analysis to weigh the impact and likelihood of the risks Parking and Water Management Mixed Solution – Final Design Report Project Management      34  Prioritize  Assign level of severity to all risks  Risks with high level of likelihood and consequences should be prioritized  Track  Keep a record of the risk identification and mitigation process, continue to track the threat that the risks pose  Implement  Create action plan to mitigate the risk 4.2 Environmental Plan The cornerstone of campus environmental planning is the UBC Sustainability Campus Initiative, elements of which are stormwater management, water conservation, reduction of greenhouse gas emissions and reduction of construction and demolition waste. In that spirit, our team has incorporated that into this project’s consideration and established the environmental plan accordingly.  Licenses required under the British Columbia Water Sustainability Act  [5] will be obtained from the provincial government. In terms of stormwater management, this project will adhere to the objectives and implementation recommendations made in the UBC Vancouver Campus Integrated Stormwater Management Plan [6], and try to incorporate the bioswale into the existing stormwater management system UBC has in place.  This project contributes to the reduction of water consumption by conserving and reusing the stormwater collected from the bioswale for use in the stadium’s toilets. There will also be a pump to circulate stormwater in the water network to prevent stagnant water, as it can be a breeding ground for bacterial and mosquitos.  Parking and Water Management Mixed Solution – Final Design Report Project Management      35 To contribute to the Community Energy and Emissions Plan [7] put forward by UBC, and referencing the City of Vancouver parking bylaws [8], the parkade will incorporate at least 15 electrical charging stations in order to encourage the use of electric cars in an attempt to reduce carbon emissions.  In order to reduce construction and demolition waste in this project, our design aims to achieve net zero earth materials in regrading of the area. Contractors will also be obligated to submit a waste management plan prior to the start of the project and continue to monitor site wastes throughout the construction period. 4.3 Stakeholder Plan and Social Sustainability The primary stakeholder for this project is the Musqueam community as the University of British Columbia’s Point Grey campus is situated on the traditional, ancestral and unceded territory of the Musqueam people. A mutual agreement with the Musqueam community has been reached prior to the creation of the final design. Additional key stakeholders include students, staff, and faculty of the UBC Vancouver Campus; University Leadership (Board and Executive), and current and prospective residents of the neighbourhood. Design feedbacks and suggestions from key stakeholders are highly prioritized as this project will be undertaken within a residential community and will affect the stormwater management of the whole SRN. Regular in-person meetings were scheduled throughout the design process to incorporate design feedbacks from the key stakeholders.  We initially used the results of the SRN Phase 2 consultation as a reference for stakeholder views on current key directions of the SRN development planning. Additional stakeholder public open houses were held prior to the finalization of the detailed project design, and design feedback were collected via online surveys. All design feedback from the public open house was taken into consideration and many suggestions were integrated into the final detail design.  Parking and Water Management Mixed Solution – Final Design Report Project Management      36 Additionally, to promote social sustainability as part of the UBC Sustainability Campus Initiative, current and future residents of the SRN will be invited to work with local Musqueam artists to contribute to the aesthetic design of the bioswale and promote Musqueam culture and values. We will ensure the bioswale will be successfully incorporated into the SRN as a whole aside from being a piece of green stormwater infrastructure. 4.4 Schedule The UBC South Campus Neighbourhood Project schedule is divided into two main components; the road reconstruction and bioswale, and the parkade. The two components are geographically unrelated; as such, the start date of the two components are independent of each other and will be able to proceed simultaneously to shorten the overall construction duration of the project.   The parkade is expected to take 511 days and the road reconstruction and bioswale construction is expected to take 264 days. The shared component of this project consists mostly of tasks that take place prior to the construction phase, such as design, permitting, preconstruction, contractor mobilization, material procurement, submittal preparations, and project close out.    The entire project is expected to take 796 days to complete, with 3 months of weathering allowance included in the project close out task group. The progress of the project will be strictly monitored and iteratively optimized throughout the project to reflect any changes due to unforeseen circumstances. A summary of the main task groups of each component is presented below in Table 10 and the detailed project schedule is presented in Appendix B.    Parking and Water Management Mixed Solution – Final Design Report Project Management      37 Table 10: Summary of main task groups Component Estimated Days Design 93 days Permitting 50 days Preconstruction 41 days Contractor Mobilization 20 days Material Procurement 160 days Submittal Preparation 15 days Road Diet and Bioswale Construction 264 days Underground Parkade Construction 511 days Project Close-out 81 days Total Project Duration 796 days 4.5 Cost Estimate The construction portion of the project is expected to cost 7.70 million dollars. The road reconstruction and bioswale construction is expected to cost roughly 3.16 million dollars and the parkade construction cost is expected to cost 4.97 million dollars. A 30% contingency, 30% construction fee, and engineering fees calculated using the Saskatchewan Association of Engineering Companies formula [9] yields a fee total of 5.44 million dollars. This yields a total project cost of 12.8 million dollars. A summary of the main task groups of each component is presented below in Table 11.  Parking and Water Management Mixed Solution – Final Design Report Project Management      38 Table 11: Construction cost estimate Road Reconstruction and Swale Parkade Component Cost Component Cost General $167 K General $326 K Road Work $326 K Earthwork $1.97 M Earthwork $1.97 M Concrete Work $1.07 M Concrete Work $517 K Mechanical $592 K Waterworks $181 K Electrical $1.07 M Subtotal $3.16 M Subtotal $4.97 M   Subtotal $7.70 M Contingency $2.31 M Engineering Fees $442 K Construction Fees $2.31 M Total $12.8 M 4.6 Construction Plan and Methods Construction vehicles will use East Mall to minimize traffic and noise pollution to the residential area North of the parkade project site. There will also be a full-time inspector for this project to ensure general construction quality and to ensure that construction is being carried out safely. In addition to the onsite inspector, the different design engineers will perform site inspections as needed to ensure construction meets the applicable standards. The contractor will arrange the testing of the concrete, soil conditions, and any other construction materials and the contractor will give the written test results to the site inspector. There will be a site office set up West of the parkade project site, and north of the swale and the site office will have a full-time first aid Parking and Water Management Mixed Solution – Final Design Report Project Management      39 attendant. This will also be where workers sign in and out every day and where site visitors sign in for a site orientation   4.6.1 Swale and Road Diet The general construction plan for the swale & road diet is as follows: 1. Site preparation  Cleanup, hoarding, staging 2. Traffic management plan implementation  Temporary signage 3. Regrading, Layout, and Construction of new alignment  Typical MoTI road sub-base and asphalt specifications 4. Inside lane removal   Asphalt sawcut and removal 5. Excavation   The bioswale will be constructed through excavating to a depth of 2 meters with a 4:3 slope  A trench will further be excavated on each side of the swale for the strip footings 6. Strip Footings, Walls, and Slab Cast  The footings, slab, and walls will be cast in place concrete constructed in 10m segments 7. Piping and Pump Work  Stormwater connections and recirculation pumps will be connected and installed 8. Weir Installation  Five steel weirs installed at fifty-meter increments 9. Backfill Parking and Water Management Mixed Solution – Final Design Report Project Management      40  Fill in slope behind walls  Add soil to bottom of swale 10. Regrading, Landscaping, and Railings  Prepare ground on either side of swale and place grass  Plant wetland plants in swale  Install safety railings  4.6.2 Parkade The general construction plan for the parkade is as follows: 1. Site preparation  Cleanup, hoarding, staging 2. Excavation and Shoring  The parkade will be constructed through excavating to a depth of 5 meters with a 4:3 slope 3. Pad Footings, Fully Embedded Concrete Diaphragm, and Anchors  Pads at equidistant spacing, 13m diaphragm cast in 10m sections, and anchors 2.5m below grade a 2m spacing 4. Slab and Column Cast  The slab will be cast in place concrete constructed in 10mx10m segments. 5. Mechanical and Electrical Installation  Lighting, sprinkler, fire protection, HVAC, plumbing, elevator 6. Line Paint and Signage.   Standard MUTCD paint and signage Parking and Water Management Mixed Solution – Final Design Report Project Management      41 4.7 Traffic Management Plan The traffic management plan has been developed in accordance with the MOTI 2015 Interim Traffic Management Manual for Work on Roadways. The traffic management plan consists of 2 stages, which were selected based on the road and traffic characteristics along the swale and road diet alignment as well as in accordance with its construction phases. Both directions of travel on West 16th Avenue will be directly impacted by the swale and road diet construction. The detailed traffic management plan can be found in Appendix E. The traffic management plan includes proposed work zone, traffic control type, and access management for each proposed construction phase.  All roadways, driveways, pedestrian sidewalks and access points that will be impacted will be provided with alternative or temporary accommodations to ensure access is maintained at all times. Minor modifications of the bus stop locations will be required to accommodate the proposed work zones, and the roadways remaining open shall be able to accommodate a B-12 design vehicle. 4.8 Anticipated Construction Issues As both construction sites are located in close proximity to areas with high vehicle, bike, and pedestrian traffic, accidents occurring on the construction sites can result in injury or death of workers, students and campus staff. Some precautionary steps that will be implemented throughout the construction includes:   Install fences around hazardous construction materials and construction operations  Deliver and store construction materials with caution   Install sufficient warning and signage at the construction sites and paths leading to the construction sites  Limit construction machinery and temporary structures that can be climbed  Parking and Water Management Mixed Solution – Final Design Report Project Management      42 The construction site for the swale and road diet will be taking place on a major commuter route to the UBC campus; therefore, full road closure is not advised as it would have a large impact on current commuter traffic. West 16th Avenue shall remain open at all times throughout the construction stages to accommodate vehicle traffic. Pedestrians will be provided with temporary sidewalks and be directed to the shortest detour possible by signage to cross the road. Cyclists will be sharing the road with pedestrians in the construction zone.  As both construction sites are located near high traffic areas, the lack of space on the construction sites will result in worker, construction material and equipment mobility difficulties. Onsite organization and space utilization will be especially crucial for the construction site for the swale and road diet as it takes place on a busy bus and truck route. Construction material arrival times will be strictly monitored by on-site construction managers to ensure cluttering does not happen on the construction site. In the same manner, construction equipment will be removed from the construction site when it is not being utilized. Construction worker schedules will be strictly monitored and updated frequently to minimize conflicts between work crews due to limited working space.  It is also worth noting that theft of construction materials and equipment can be a potential problem for both construction sites. Valuables are advised not to be left on site unattended and having a security guard at night and over weekends is recommended if costly construction equipment and machinery need to remain on site.  4.9 Service Life Maintenance Plan In order to better understand the lifetime costs of this project and to assist with the operation following construction, a service life maintenance plan was developed. The plan was broken up into separate sections for the swale and the parkade. Annual maintenance costs are expected to be on Parking and Water Management Mixed Solution – Final Design Report Project Management      43 the order of $7,000 and $17,400 for the swale and parkade respectively. The detailed plan is presented in Appendix D. Applying the standard annuity equation to the $24,400 maintenance costs over a design life of 100 years, with an assumed annual inflation rate of 2% and an assumed annual interest rate of 5% yields a total lifetime cost of $567,300. This results in a total lifetime project cost of $13.4M.   Parking and Water Management Mixed Solution – Final Design Report References XLV      A References [1]  GeoPacific Consultants Ltd., "Geotechnical Investigation Report for Proposed Mixed Commercial/Residential Development Lot 10 - UBC South Campus, Wesbrook Drive at 16th Avenue, Vancouver, BC," UBC Properties Trust, 2006. [2]  Piteau Associates Engineering Ltd., "Hydrogeological and Geotechnical Assessment of Northwest Area UBC Campus, Vancouver," UBC Properties Trust, 2002. [3]  UBC, "Climate Action Plan," UBC, 2010. [4]  Government of Canada, "Canadian Climate Normals," Government of Canada, 2018. [5]  Province of British Columbia, "Water Sustainability Act," Province of British Columbia, 2014. [6]  UBC Campus + Community Planning, "UBC Vancouver Campus Integrated Stormwater Management Plan," UBC, 2017. [7]  UBC, "UTown@UBC Community Energy and Emissions Plan," UBC, 2013. [8]  City of Vancouver, "City of Vancouver PARKING AND LOADING DESIGN SUPPLEMENT Appendix A: PARKING STALL GUIDELINES," City of Vancouver, 2002. [9]  Saskatchewan Association of Engineering Companies, "Schedule of Recommended Fees to be Charged for General Engineering and Geoscience Projects and Services," Saskatchewan Association of Engineering Companies, 2016. [10]  Kjpargeter, Artist, Abstract blue background. [Art]. www.freepik.com, 2016.  [11]  Y. Nazhat, Artist, Site Context. [Art]. University of British Columbia, 2018.  [12]  U. o. B. Columbia, Artist, Planning-context-stadium-pt1. [Art]. University of British Columbia, 2017.  [13]  E. Bonderud, Artist, Bioactive Swale Concept. [Art]. 2018.  [14]  G. Rotterdam, Artist, Garage Museumplein, Rotterdam, The Netherlands. [Art]. Urban green-blue grids for sustainable and resilient cities.  [15]  V. Water Resources Research Center, Artist, DRY SWALES. [Art]. Virginia Water Resources Research Center.  [16]  UBC, "20 Year Sustainability Plan," UBC, 2014. [17]  UBC, "Vancouver Campus Plan," UBC, 2010. [18]  UBC, "Waste Action Plan," UBC, 2014. Parking and Water Management Mixed Solution – Final Design Report References XLVI      [19]  S. Toope, "Place and Promise," UBC, 2012. [20]  S. Ono, "Shaping UBC’s Next Century," UBC, 2018. [21]  UBC, Artist, Option 2 Bird's Eye View To North. [Art]. UBC, 2018.  [22]  City of Vancouver, "City of Vancovuer Parking Bylaw 6059," City of Vancouver, 2017. [23]  Fire and Rescue Services, City of Vancouver, "Storage in Underground Parking Facilities," City of Vancouver, 2015. [24]  H. L. N. K. Pierre Ouillet, "University Neighbourhoods Association for Noise Control and Enforcement and Disputes," UBC, 2012. [25]  UBC Campus + Community Planning, "UBC Vancouver Transportation Status Report Fall 2016," UBC, 2017. [26]  R. Raine, "Aquatic Plants That Purify Water," SFGATE, 2012. [27]  Penn State College of Engineering, "Types of Shotcrete and Applications," Penn State College of Engineering, 1993. [28]  Government of Canada, "Canada's Fisheries Act," Government of Canada. [29]  UBC, "BOARD POLICY #92: LAND USE AND PERMITTING," UBC, 2004.  Parking and Water Management Mixed Solution – Final Design Report Schedule XLVII      B Schedule     ID Task ModeTask Name Duration Start Finish1 Parking and Stormwater Management Mixed 715 days Tue 3/5/19 Mon 11/29/212 Design 93 days Tue 3/5/19 Thu 7/11/193 Detailed design drawings 8 wks Tue 3/5/19 Mon 4/29/194 University approves deisng drawings2 wks Tue 4/30/19 Mon 5/13/195 Issue design development 4 wks Tue 5/14/19 Mon 6/10/196 Public consultation 3 days Tue 6/11/19 Thu 6/13/197 Complete design drawings (IFT)4 wks Fri 6/14/19 Thu 7/11/198 Permitting 50 days Fri 7/12/19 Thu 9/19/199 Submit required permits2 wks Fri 7/12/19 Thu 7/25/1910 Aquire required permits8 wks Fri 7/26/19 Thu 9/19/1911 Preconstruction 41 days Fri 9/20/19 Fri 11/15/1912 Tender package development1 wk Fri 9/20/19 Thu 9/26/1913 Project tendering 4 wks Fri 9/27/19 Thu 10/24/1914 Bid close 1 day Fri 10/25/19 Fri 10/25/1915 Project awarding 2 wks Mon 10/28/19 Fri 11/8/1916 Contract signing 1 wk Mon 11/11/19 Fri 11/15/1917 Contractor Mobolization 20 days Mon 11/18/19 Fri 12/13/1918 Award subcontracts 2 wks Mon 11/18/19 Fri 11/29/1919 Land survey and layout 5 days Mon 11/18/19 Fri 11/22/1920 Set up site office and fencing3 days Mon 11/25/19 Wed 11/27/1921 Set up site storage areas5 days Mon 11/25/19 Fri 11/29/1922 Mobolize equipment and workers2 wks Mon 12/2/19 Fri 12/13/1923 Material Procurement 160 days Tue 3/5/19 Mon 10/14/1924 Sheeting and shoring procurment4 wks Tue 3/5/19 Mon 4/1/1925 Construction material procurment32 wks Tue 3/5/19 Mon 10/14/1926 Submittal Preparation 15 days Mon 12/2/19 Fri 12/20/1927 Prepare and submit site drawings (IFC)10 days Mon 12/2/19 Fri 12/13/1928 Review and prove site drawings (IFC)5 days Mon 12/16/19 Fri 12/20/1929 Prepare and submit structural drawings 10 days Mon 12/2/19 Fri 12/13/1930 Review and prove structural drewings 5 days Mon 12/16/19 Fri 12/20/1931 Road Diet 99 days Fri 12/20/19 Thu 5/7/2032 Notice to proceed 0 days Fri 12/20/19 Fri 12/20/1933 Site survey and setout 2 wks Mon 12/23/19 Fri 1/3/2034 Temporary signage 3 days Mon 1/6/20 Wed 1/8/2035 Secure perimeter 1 day Thu 1/9/20 Thu 1/9/2012/20F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M AHalf 1, 2019 Half 2, 2019 Half 1, 2020 Half 2, 2020 Half 1, 2021 Half 2, 2021 Half 1, 2022TaskSplitMilestoneSummaryProject SummaryInactive TaskInactive MilestoneInactive SummaryManual TaskDuration-onlyManual Summary RollupManual SummaryStart-onlyFinish-onlyExternal TasksExternal MilestoneDeadlineProgressManual ProgressPage 1Project: Project1Date: Sun 4/7/19ID Task ModeTask Name Duration Start Finish36 Getechnical surveys and inspection15 days Fri 1/10/20 Thu 1/30/2037 Utility relocation 2 wks Fri 1/31/20 Thu 2/13/2038 Site prep for excavation2 days Fri 2/14/20 Mon 2/17/2039 Removal of trees and plants1 wk Tue 2/18/20 Mon 2/24/2040 Demolion and excavation20 days Tue 2/25/20 Mon 3/23/2041 New pavement and curbs20 days Tue 3/24/20 Mon 4/20/2042 New paint 3 days Tue 4/21/20 Thu 4/23/2043 Lanscaping 5 days Fri 4/24/20 Thu 4/30/2044 Site cleanup and inspection5 days Fri 5/1/20 Thu 5/7/2045 Bioswale Construction 165 days Fri 5/1/20 Thu 12/17/2046 Set layout and setup 1 wk Fri 5/1/20 Thu 5/7/2047 Site preperation 5 days Fri 5/8/20 Thu 5/14/2048 Implement traffic management plan2 days Fri 5/15/20 Mon 5/18/2049 Instal erosion and sediment control1 wk Tue 5/19/20 Mon 5/25/2050 Site examination and arrange required1 wk Tue 5/26/20 Mon 6/1/2051 Regrading 20 days Tue 5/19/20 Mon 6/15/2052 Removal of inside lane 1 wk Tue 6/16/20 Mon 6/22/2053 Excavation 3 wks Tue 6/23/20 Mon 7/13/2054 Instal temporary access 2 days Tue 7/14/20 Wed 7/15/2055 Install lateral earth surpports if required3 wks Tue 7/14/20 Mon 8/3/2056 Install concrete formwork - strip 1 wk Tue 8/4/20 Mon 8/10/2057 Rebar placement - stripfooting cast1 wk Tue 8/11/20 Mon 8/17/2058 Concrete pouring - strip footing cast1 wk Tue 8/18/20 Mon 8/24/2059 Remove concrete formwork - strip 3 days Tue 8/25/20 Thu 8/27/2060 Install concrete formwork - concrete 1 wk Fri 8/28/20 Thu 9/3/2061 Rebar placement - concrete wall cast1 wk Fri 9/4/20 Thu 9/10/2062 Concrete pouring - concrete wall cast1 wk Fri 9/11/20 Thu 9/17/2063 Remove concrete formwork - concrete 3 days Fri 9/18/20 Tue 9/22/2064 Install concrete formwork - slab on 1 wk Wed 9/23/20 Tue 9/29/2065 Rebar placement - slab on grade1 wk Wed 9/30/20 Tue 10/6/2066 Concrete pouring - slabon grade2 days Wed 10/7/20 Thu 10/8/20F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M AHalf 1, 2019 Half 2, 2019 Half 1, 2020 Half 2, 2020 Half 1, 2021 Half 2, 2021 Half 1, 2022TaskSplitMilestoneSummaryProject SummaryInactive TaskInactive MilestoneInactive SummaryManual TaskDuration-onlyManual Summary RollupManual SummaryStart-onlyFinish-onlyExternal TasksExternal MilestoneDeadlineProgressManual ProgressPage 2Project: Project1Date: Sun 4/7/19ID Task ModeTask Name Duration Start Finish67 Remove concrete formwork - slab on 3 days Fri 10/9/20 Tue 10/13/2068 Replace temporary access with permanent1 wk Wed 10/14/20 Tue 10/20/2069 Install water purification system1 wk Wed 10/21/20 Tue 10/27/2070 Install pipes and pumps 3 days Wed 10/28/20 Fri 10/30/2071 Tie in to existing stormwater network5 days Mon 11/2/20 Fri 11/6/2072 Install weirs 1 day Mon 11/9/20 Mon 11/9/2073 Backfill 1 wk Tue 11/10/20 Mon 11/16/2074 Landscaping 1 wk Tue 11/17/20 Mon 11/23/2075 Confirm grading/ regarding3 days Tue 11/24/20 Thu 11/26/2076 Planting 3 days Tue 11/24/20 Thu 11/26/2077 Install safety railings 1 day Fri 11/27/20 Fri 11/27/2078 System testing 1 wk Mon 11/30/20 Fri 12/4/2079 Removal of fences 1 day Mon 12/7/20 Mon 12/7/2080 Site clean up 3 days Tue 12/8/20 Thu 12/10/2081 Inspection 1 wk Fri 12/11/20 Thu 12/17/2082 Underground Parkade Construction511 days Fri 12/13/19 Mon 11/29/2183 Notice to proceed 0 days Fri 12/13/19 Fri 12/13/1984 Mobolization 3 days Mon 12/16/19 Wed 12/18/1985 Site preperation 10 days Thu 12/19/19 Wed 1/1/2086 Getechnical surveys and inspection15 days Thu 1/2/20 Wed 1/22/2087 Utility relocation 3 wks Thu 1/23/20 Wed 2/12/2088 Drill dewatering wells 2 wks Thu 2/13/20 Wed 2/26/2089 Excavation 1 mon Thu 2/27/20 Wed 3/25/2090 Shoring 3 wks Thu 3/26/20 Wed 4/15/2091 Regrading 20 days Thu 4/16/20 Wed 5/13/2092 Getechnical surveys and inspection15 days Thu 5/14/20 Wed 6/3/2093 Pad footing installations3 wks Thu 6/4/20 Wed 6/24/2094 Install concretee diaphragm 2 wks Thu 6/25/20 Wed 7/8/2095 Install anchors 2 wks Thu 7/9/20 Wed 7/22/2096 Install concrete formwork - foundation 3 wks Thu 7/23/20 Wed 8/12/2097 Rebar placement -foundation wall2 wks Thu 8/13/20 Wed 8/26/2098 Concrete pouring - foundation wall1 mon Thu 8/27/20 Wed 9/23/2099 Remove concrete formwork - foundation 1 wk Thu 9/24/20 Wed 9/30/20100 Install concrete formwork - slab on 1 wk Thu 10/1/20 Wed 10/7/2012/13F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M AHalf 1, 2019 Half 2, 2019 Half 1, 2020 Half 2, 2020 Half 1, 2021 Half 2, 2021 Half 1, 2022TaskSplitMilestoneSummaryProject SummaryInactive TaskInactive MilestoneInactive SummaryManual TaskDuration-onlyManual Summary RollupManual SummaryStart-onlyFinish-onlyExternal TasksExternal MilestoneDeadlineProgressManual ProgressPage 3Project: Project1Date: Sun 4/7/19ID Task ModeTask Name Duration Start Finish101 Rebar placement - slab on grade1 wk Thu 10/8/20 Wed 10/14/20102 Concrete pouring - slabon grade1 mon Thu 10/15/20 Wed 11/11/20103 Remove concrete formwork - slab on 3 days Thu 11/12/20 Mon 11/16/20104 Install concrete formwork - columns1 mon Tue 11/17/20 Mon 12/14/20105 Rebar placement - columns3 wks Tue 12/15/20 Mon 1/4/21106 Concrete pouring - columns1 mon Tue 1/5/21 Mon 2/1/21107 Remove concrete formwork - columns2 wks Tue 2/2/21 Mon 2/15/21108 Install concrete formwork - suspended 2 wks Tue 2/16/21 Mon 3/1/21109 Rebar placement - suspended slabs1 wk Tue 3/2/21 Mon 3/8/21110 Concrete pouring - suspended slabs1 mon Tue 3/9/21 Mon 4/5/21111 Remove concrete formwork - suspended 1 wk Tue 4/6/21 Mon 4/12/21112 Install concrete formwork - roof slab 2 wks Tue 4/13/21 Mon 4/26/21113 Rebar placement - roofslab and stairs1 wk Tue 4/27/21 Mon 5/3/21114 Concrete pouring - roofslab and stairs1 mon Tue 5/4/21 Mon 5/31/21115 Remove concrete formwork - roof slab 1 wk Tue 6/1/21 Mon 6/7/21116 MEP layout and rough-ins3 wks Tue 6/8/21 Mon 6/28/21117 Mechanical, electical and lighting install3 wks Tue 6/29/21 Mon 7/19/21118 Painting, traffic coating, and markings2 wks Tue 7/20/21 Mon 8/2/21119 Fire protection rough-ins3 wks Tue 6/29/21 Mon 7/19/21120 Erect CMU walls 2 wks Tue 7/20/21 Mon 8/2/21121 Install metal panels, louvers and canopy2 wks Tue 8/3/21 Mon 8/16/21122 Parkade finishes 3 wks Tue 7/20/21 Mon 8/9/21123 Elevator installation 3 wks Tue 8/3/21 Mon 8/23/21124 MEP systems and testing2 wks Tue 7/20/21 Mon 8/2/21125 Exterior hardscape 15 days Tue 8/3/21 Mon 8/23/21126 Backfill and lanscaping 20 days Tue 8/24/21 Mon 9/20/21127 Stripping and topsoil 15 days Tue 9/21/21 Mon 10/11/21128 Site restoration 10 days Tue 10/12/21 Mon 10/25/21129 System testing 2 wks Tue 10/26/21 Mon 11/8/21130 Commisioning and training2 wks Tue 11/9/21 Mon 11/22/21F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M AHalf 1, 2019 Half 2, 2019 Half 1, 2020 Half 2, 2020 Half 1, 2021 Half 2, 2021 Half 1, 2022TaskSplitMilestoneSummaryProject SummaryInactive TaskInactive MilestoneInactive SummaryManual TaskDuration-onlyManual Summary RollupManual SummaryStart-onlyFinish-onlyExternal TasksExternal MilestoneDeadlineProgressManual ProgressPage 4Project: Project1Date: Sun 4/7/19ID Task ModeTask Name Duration Start Finish131 Site clean up and demobolization1 wk Tue 11/9/21 Mon 11/15/21132 Final Inspection 2 wks Tue 11/16/21 Mon 11/29/21133 Project Close-out 81 days Tue 11/30/21 Tue 3/22/22134 Weather day allowance 3 mons Tue 11/30/21 Mon 2/21/22135 Client site walkthrough 1 day Tue 2/22/22 Tue 2/22/22136 Deficiencies 1 mon Wed 2/23/22 Tue 3/22/22137 Close out documents 1 mon Wed 2/23/22 Tue 3/22/22F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M AHalf 1, 2019 Half 2, 2019 Half 1, 2020 Half 2, 2020 Half 1, 2021 Half 2, 2021 Half 1, 2022TaskSplitMilestoneSummaryProject SummaryInactive TaskInactive MilestoneInactive SummaryManual TaskDuration-onlyManual Summary RollupManual SummaryStart-onlyFinish-onlyExternal TasksExternal MilestoneDeadlineProgressManual ProgressPage 5Project: Project1Date: Sun 4/7/19Parking and Water Management Mixed Solution – Final Design Report Cost Estimate LIV      C Cost Estimate Note: all non bolded items are listed in USD. Bolded items have been converted to CAD using a conversion factor of 1.34. C.I Road and Swale Construction Task Name Quantity Unit Cost Road and Swale Construction             Site survey and setout    $              5,000.00  Temporary Signage    $              2,000.00        Secure perimeter 540 m  $            17,690.00        Demolion and excavation 780 m^2  $            25,187.55        New curbs 540 m  $            58,464.57        Excavation 5225.3125 m3  $      1,263,795.87  Footing excavation 910 m3  $            55,023.23  Footing Formwork 261 m2  $              9,832.83  Footing Rebar 261 m2  $              3,090.32  Footing pour 130 m3  $            27,040.00  Wall Formwork 1890 m2  $            71,203.27  Wall Rebar 1890 m2  $            22,378.17  Wall Pour 283.5 m3  $            58,968.00  Slab Rebar 2600 m2  $            30,784.78  Slab Pour 780 m3  $         162,240.00  Purchase pumps 3 each  $              9,000.00        Install pipes 200 m  $              2,000.00        Tie in to existing stormwater network    $              3,000.00  Parking and Water Management Mixed Solution – Final Design Report Cost Estimate LV            Backfill 810 m3  $                           -    Steel Weirs 4 each  $            21,376.00  Steel Culvert 1 each  $                  340.00  Protective Rip Rap 80 m2  $              3,827.17        Landscaping 520 m2  $              5,597.23        Plant bullrushes 2600 m2  $                  521.04  Outflow Excavation and Backfill 300 m3  $         145,116.21  Outflow Piping 400 m  $            99,487.56  Outflow Rip Rap 20 m2  $                  956.79  Railing 560 m  $            73,490.81  Ladders 30 each  $            13,140.00  Repave 1872 m2  $         100,750.20  CMB Installation 260 each  $            58,760.00        System testing    $              2,000.00        Removal of fences    $                           -          Site clean up    $              3,000.00        Inspection     $              2,000.00  Total      $      3,158,462.56  C.II Parkade Construction Task Name Quantity Unit Cost    Underground Parkade             Mobolization    $              2,000.00        Site preperation    $              4,000.00        Getechnical surveys and inspection    $              3,000.00  Sewer Relocation    $            10,000.00  Water Relocation    $            10,000.00        Drill dewatering wells     $            71,000.00  Excavation 3937.5 m3  $         952,325.10  Parking and Water Management Mixed Solution – Final Design Report Cost Estimate LVI      Diaphragm Excavation 280 m3  $            67,720.90  Diaphragm Formwork 1300 m2  $            48,975.79  Diaphragm Rebar 1300 m2  $            15,392.39  Diaphragm Pour 455 m3  $            94,640.00  Install Anchors Rods 50 each  $            35,000.00  Pad Footings Excavation 15 m3  $              3,627.91  Pad Footing Formwork 12 m2  $                 452.08  Pad Footing Rebar 12 m2  $                 142.08  Pad Footing Pour 3 m3  $                 624.00  Pad Footing Infill 12 m3  $                           -    Invert Slab Formwork 600 m2  $            22,604.21  Invert Slab Rebar 600 m2  $              7,104.18  Invert Slab Pour 270 m3  $            56,160.00  Columns Formwork 1940 m2  $            73,086.95  Columns Rebar 1940 m2  $            22,970.18  Columns Pour 470.45 m3  $            97,853.60  Stair, Elevator Formwork 500 m2  $            18,836.84  Stair, Elevator Rebar 500 m2  $              5,920.15  Stair, Elevator Pour 500 m3  $         104,000.00  Roof Slab Formwork 600 m2  $            22,604.21  Roof Slab Rebar 600 m2  $              7,104.18  Roof Slab Pour 270 m3  $            56,160.00  Beams Formwork 672 m2  $            25,316.72  Beams Rebar 672 m2  $              7,956.68  BeamsPour 134.4 m3  $            27,955.20  Ramp Formwork 737.8 m2  $            27,795.65  Ramp Rebar 737.8 m2  $              8,735.77  Ramp Pour 212.415 m3  $            44,182.32  Mechanical Install    $         441,537.31  Electrical Install    $         801,173.51        Painting, traffic coating, and markings    $            15,000.00        Fire protection Roof 600 m2  $              6,522.93  Fire Protection Beams 672 m2  $              7,305.68        Elevator installation 1 each  $         100,000.00        MEP systems and testing    $              3,000.00        Backfill and lanscaping    $            50,000.00  Parking and Water Management Mixed Solution – Final Design Report Cost Estimate LVII            Site restoration    $              2,000.00        System testing    $              2,000.00        Site clean up and demobolization    $              5,000.00        Final Inspection    $              2,000.00  Total      $      5,268,514.04  C.III Summary  Summary       Subtotal    $    8,426,976.60  Contingancy    $    2,528,092.98  Engineering Fees    $        480,129.76  Construction Fees    $    2,528,092.98  Total    $  13,963,292.32   Parking and Water Management Mixed Solution – Final Design Report Service Life Maintenance Plan LVIII      D Service Life Maintenance Plan D.I Swale Equipment Type Description Name Plate Validated Pumps Circulation Pumps pumps drawing water from one end of the swale to the other and pumps used to get water to stadium Yes Pipes pipes allowing for the recirulation of water from base to top of swale and pipes to carry water to stadium N/A Access Ladders Ladders for access to swale Yes Safety Railing railings preventing falls into swale N/A Weirs steel plates to control water flow in swale N/A Culvert to convey water under pedestrian bridge N/A Rip Rap rock armouring for slope on either side of culvert N/A Plant life wetland plants in swale N/A Trash Racks protective racks in front of culvert and outflow       Parking and Water Management Mixed Solution – Final Design Report Service Life Maintenance Plan LIX      Item # Equipment Type Maintenance Task Description Frequency [days] Trade Equipment Condition Type Procedure # Est. Time [hours] Special Tools/Materials Annual Hours 1 Pumps Inspect and replace seals, oil bearings 30 Operations Shut off Preventative PM1 0.5 oil, wrench 6 2 Pumps Detailed inspection: all parts, including motor calibration 365 Operations Shut off Preventative PM2 3 toolkit 3 3 Trash Racks Ensure the rack is at least 80% clear of debris and bars are undamaged 7 Operations Not Raining Preventative PM3 0.1  5 4 Trash Racks Repair trash rack 730 Metalshop/Operations Not Raining Predictive PdM1 8  4 5 Plant life Inspect vegetation coverage 7 Operations Not Raining Preventative PM4 0.1  5 6 Plant life regrade and replace growing medium and plants 365 Operations Not Raining Predictive PdM2 32 small crane 32 7 Plant life trash and debris accumulation in swale 30 Operations Not Raining Predictive PdM3 2  24 8 Access Ladders inspect ladder for structural issues 182.5 Operations Not Raining Preventative PM5 2  4 9 Access Ladders replace damaged ladder 1460 Operations Not Raining Predictive PdM4 6  2 10 Safety Railing inspect railing for structural issues 182.5 Operations Not Raining Preventative PM6 8  16 11 Safety Railing replace damaged railing 1460 Operations Not Raining Predictive PdM5 12  3 12 Weirs inspect connections 182.5 Operations Not Raining Preventative PM7 2  4 13 Culvert clear debris and sediment 365 Operations Not Raining Corrective CM1 4  4 14 Rip rap inspect for erosion 91.25 Operations Not Raining Preventative PM8 1  4         116         @$30/hour         x2 for material and equipment         $6,980.71   Parking and Water Management Mixed Solution – Final Design Report Service Life Maintenance Plan LX      D.II  Parkade Equipment Type Description Name Plate Validated Paint pipes, hazard indicators, and general paint N/A pavement concrete pavement N/A drainage floor drains and drain pipes N/A mechanical  hvac N/A electrical lights and power N/A  Item # Equipment Type Maintenance Task Description Frequency [days] Trade Equipment Condition Type Procedure # Est. Time [hours] Special Tools/Materials Annual Hours 1 Paint Repaint walls, pipes, hazards, etc 4380 Operations Lot Empty Corrective CM2 1800 painting equipment 150 2 Pavement power was decks 91.25 Operations Lot Empty Preventative PM9 16 pressure washer 64 3 drainage flush and clean 365 Operations Lot Empty Preventative PM10 32  32 4 mechanical inspection and maintenance 365 Contractor Lot Empty Preventative PM11 16  16 5 electrical replace lightbulbs 30 Operations None Corrective PdM6 1  12 6 electrical inspection and maintenance 365 Contractor Lot Empty Preventative PM12 16  16         290         @$30/hour         x2 for material and equipment         $17,4100.00 Parking and Water Management Mixed Solution – Final Design Report Traffic Management Plan LXI      E Traffic Management Plan   1 02 03 04 05 04 0 4 05 04 03 02 01 00 0STADIUMBUILDINGfootball1 ISSUED FOR CONSTRUCTION 4/8/2019 AE EBREV PURPOSE DATE DR. CH.STADIUM NEIGHBOURHOOD UNDERGROUNDPARKADE AND WATER STORAGETRAFFIC MANAGEMENT PLANWESTBOUND 16TH AVENUESTADIUM  NEIGHBORHOOD UNDERGROUNDPARKADE AND WATER STORAGECONSULTANT:KATMEET KONSULTINGCLIENT:UNIVERSITY OF BRITISH COLUMBA, CAMPUS ANDCOMMUNITY PLANNING1:12500m 62.5mNOTES:1. A TRAFFIC CONTROL PERSON WILL BE PRESENT ON SITE DURING WORK ATALL TIMES2. TAPERS AND SIGNAGE WILL BE FIT ON SITE BY TRAFFIC CONTROL PERSON40m TAPERLANE CLOSEDEND OF LANE CLOSURE. ONE LANE LEFTMAINTAINED FOR LEFT-TURN MOVEMENTAPPROPRIATE SIGNAGE TO BE PLACED UPSTREAMOF CLOSURE BY CONTRACT ADMINISTRATORTRAFFIC CONES TO BE PLACEDAT 5m INTERVALS1 02 03 04 0 4 03 02 01 00 0BUILDING1 ISSUED FOR CONSTRUCTION 4/8/2019 AE EBREV PURPOSE DATE DR. CH.STADIUM NEIGHBOURHOOD UNDERGROUNDPARKADE AND WATER STORAGETRAFFIC MANAGEMENT PLANEASTBOUND 16TH AVENUESTADIUM  NEIGHBORHOOD UNDERGROUNDPARKADE AND WATER STORAGECONSULTANT:KATMEET KONSULTINGCLIENT:UNIVERSITY OF BRITISH COLUMBA, CAMPUS ANDCOMMUNITY PLANNING1:12500m 62.5mNOTES:1. A TRAFFIC CONTROL PERSON WILL BE PRESENT ON SITE DURING WORK ATALL TIMES2. TAPERS AND SIGNAGE WILL BE FIT ON SITE BY TRAFFIC CONTROL PERSON40m TAPERLANE CLOSEDLEFT-TURN MOVEMENT PROHIBITED FORDURATION OF RETAINING WALLCONSTRUCTIONAPPROPRIATE SIGNAGE TO BE PLACED DOWNSTREAMOF CLOSURE BY CONTRACT ADMINISTRATORTRAFFIC CONES TO BE PLACEDAT 5m INTERVALSAPPROPRIATE SIGNAGE TO BE PLACED UPSTREAMOF CLOSURE BY CONTRACT ADMINISTRATORAPPROPRIATE SIGNAGE TO BE PLACED AT NEW STADIUM ROAD TO PROVIDE DETOUR FOR LEFT TURN MOVEMENTParking and Water Management Mixed Solution – Final Design Report Structural Calculations (Beams and Columns) LXIV      F Structural Calculations (Beams and Columns) Beams Mf 289 kNm Vf 29 kN h 600 mm d 530 mm b 400 mm f'c 35 MPa fy 400 MPa cover 30 mm α1 0.7975  β1 0.8825  db (25M) 25 mm  dh (10M) 10 mm φc 0.65  φs 0.85    Parking and Water Management Mixed Solution – Final Design Report Structural Calculations (Beams and Columns) LXV       Columns Mf 2936 kNm Vf 1149 kN Pf 16658 kN h 970 mm d 900 mm b 970 mm f'c 35 MPa fy 400 MPa cover 30 mm α1 0.7975  β1 0.8825  φc 0.65  φs 0.85   point 1 2 3 4 5 c (mm) 150 400 563 700 800 Cr (kN) 2639.82469 7039.533 9908.142 12319.18 14079.07 e_s1 0.00233333 0.003063 0.003189 0.00325 0.003281 e_s2 -0.0179667 -0.00455 -0.00222 -0.0011 -0.00053 fs1 400 400 400 400 400 fs2 -400 -400 -400 -220 -105 Frs1 (kN) 680 680 680 680 680 Frs2 (kN) -680 -680 -680 -374 -178.5 Parking and Water Management Mixed Solution – Final Design Report Structural Calculations (Beams and Columns) LXVI      Pr (kN) 2639.82469 7039.533 9908.142 12625.18 14580.57 Mrc (kNm) 1105.59158 2171.696 2344.031 2169.716 1858.437 Mrs1 (kNm) 295.8 295.8 295.8 295.8 295.8 Mrs2 (kNm) 295.8 295.8 295.8 162.69 77.6475 Mr (kNm) 1697.19158 2763.296 2935.631 2628.206 2231.884    Parking and Water Management Mixed Solution – Final Design Report Pump Data Sheets LXVII      G Pump Data Sheets       UBC Civil 409Example SpreadsheetPump CurvePump Model3,467 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)0 103.2 103.2 0.0% 0 31.5 0 31.5 0 31.5150 92.3 92.3 57.8% 9 28.1 6.0 19 28.1 28 28.1250 82.2 82.2 66.1% 16 25.1 7.8 32 25.1 47 25.1275 77.6 77.6 67.8% 17 23.7 7.9 35 23.7 52 23.7300 72.9 72.9 65.0% 19 22.2 8.5 38 22.2 57 22.2325 66.7 66.7 64.2% 21 20.3 8.5 41 20.3 62 20.3350 60 60.0 62.3% 22 18.3 8.5 44 18.3 66 18.3375 51.8 51.8 58.2% 24 15.8 8.4 47 15.8 71 15.8400 43.7 43.7 52.0% 25 13.3 8.5 50 13.3 76 13.3425 35.2 35.2 41.4% 27 10.7 9.1 54 10.7 80 10.7Reduced Speed2427 RPM 70% Speed 2427 RPM - 70%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 15.4 0 15.4 0 15.457.8% 7 13.8 2.1 13 13.8 20 13.866.1% 11 12.3 2.7 22 12.3 33 12.367.8% 12 11.6 2.7 24 11.6 36 11.665.0% 13 10.9 2.9 26 10.9 40 10.964.2% 14 10.0 2.9 29 10.0 43 10.062.3% 15 9.0 2.9 31 9.0 46 9.058.2% 17 7.7 2.9 33 7.7 50 7.752.0% 18 6.5 2.9 35 6.5 53 6.541.4% 19 5.3 3.1 38 5.3 56 5.30.0% 0 0.0 #DIV/0! 0 0.0 0 0.0Reduced Speed2774 RPM 80% Speed 2774 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)1 0.0% 0 20.1 0 20.1 0 20.12 57.8% 8 18.0 3.1 15 18.0 23 18.03 66.1% 13 16.0 4.0 25 16.0 38 16.04 67.8% 14 15.1 4.1 28 15.1 42 15.15 65.0% 15 14.2 4.3 30 14.2 45 14.26 64.2% 16 13.0 4.4 33 13.0 49 13.07 62.3% 18 11.7 4.4 35 11.7 53 11.78 58.2% 19 10.1 4.3 38 10.1 57 10.19 52.0% 20 8.5 4.3 40 8.5 61 8.510 41.4% 21 6.9 4.7 43 6.9 64 6.911 0.0% 0 0.0 #DIV/0! 0 0.0 0 0.0Reduced Speed3120 RPM 90% Speed 3120 RPM - 90%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 25.5 0 25.5 0 25.52 57.8% 9 22.8 4.4 17 22.8 26 22.83 66.1% 14 20.3 5.7 28 20.3 43 20.34 67.8% 16 19.2 5.8 31 19.2 47 19.25 65.0% 17 18.0 6.2 34 18.0 51 18.06 64.2% 18 16.5 6.2 37 16.5 55 16.57 62.3% 20 14.8 6.2 40 14.8 60 14.88 58.2% 21 12.8 6.1 43 12.8 64 12.89 52.0% 23 10.8 6.2 45 10.8 68 10.810 41.4% 24 8.7 6.6 48 8.7 72 8.711 0.0% 0 0.0 #DIV/0! 0 0.0 0 0.0C:\Users\TJ's MSI GhostLaptop\Documents\UBC 2019 courses\CIVL 446\Pump S\[System&Pump Curves 3.xls]PumpUBC Civil 409Example SpreadsheetPump CurvePump Model3,461 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 91.0 91.0 0.0% 0 27.7 0 27.7 0 27.750 87.8 87.8 36.4% 3 26.8 3.0 6 26.8 9 26.8100 80.1 80.1 54.2% 6 24.4 3.7 13 24.4 19 24.4120 76.1 76.1 58.1% 8 23.2 4.0 15 23.2 23 23.2140 70.2 70.2 59.8% 9 21.4 4.1 18 21.4 26 21.4150 66.4 66.4 59.3% 9 20.2 4.2 19 20.2 28 20.2160 62.3 62.3 57.4% 10 19.0 4.4 20 19.0 30 19.0170 58.2 58.2 56.4% 11 17.7 4.4 21 17.7 32 17.7180 54.3 54.3 55.7% 11 16.6 4.4 23 16.6 34 16.6200 44.2 44.2 48.7% 13 13.5 4.6 25 13.5 38 13.5Reduced Speed2423 RPM 70% Speed 2423 RPM - 70%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 13.6 0 13.6 0 13.636.4% 2 13.1 1.0 4 13.1 7 13.154.2% 4 12.0 1.3 9 12.0 13 12.058.1% 5 11.4 1.4 11 11.4 16 11.459.8% 6 10.5 1.4 12 10.5 19 10.559.3% 7 9.9 1.5 13 9.9 20 9.957.4% 7 9.3 1.5 14 9.3 21 9.356.4% 8 8.7 1.5 15 8.7 23 8.755.7% 8 8.1 1.5 16 8.1 24 8.148.7% 9 6.6 1.6 18 6.6 26 6.60.0% 0 0.0 #DIV/0! 0 0.0 0 0.0Reduced Speed2769 RPM 80% Speed 2769 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)1 0.0% 0 17.8 0 17.8 0 17.82 36.4% 3 17.1 1.6 5 17.1 8 17.13 54.2% 5 15.6 1.9 10 15.6 15 15.64 58.1% 6 14.8 2.0 12 14.8 18 14.85 59.8% 7 13.7 2.1 14 13.7 21 13.76 59.3% 8 13.0 2.2 15 13.0 23 13.07 57.4% 8 12.2 2.2 16 12.2 24 12.28 56.4% 9 11.4 2.3 17 11.4 26 11.49 55.7% 9 10.6 2.3 18 10.6 27 10.610 48.7% 10 8.6 2.3 20 8.6 30 8.611 0.0% 0 0.0 #DIV/0! 0 0.0 0 0.0Reduced Speed3115 RPM 90% Speed 3115 RPM - 90%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 22.5 0 22.5 0 22.52 36.4% 3 21.7 2.2 6 21.7 9 21.73 54.2% 6 19.8 2.7 11 19.8 17 19.84 58.1% 7 18.8 2.9 14 18.8 20 18.85 59.8% 8 17.3 3.0 16 17.3 24 17.36 59.3% 9 16.4 3.1 17 16.4 26 16.47 57.4% 9 15.4 3.2 18 15.4 27 15.48 56.4% 10 14.4 3.2 19 14.4 29 14.49 55.7% 10 13.4 3.2 20 13.4 31 13.410 48.7% 11 10.9 3.3 23 10.9 34 10.911 0.0% 0 0.0 #DIV/0! 0 0.0 0 0.0C:\Users\TJ's MSI GhostLaptop\Documents\UBC 2019 courses\CIVL 446\Pump S\[System&Pump Curves 4.xls]PumpUBC Civil 409Example SpreadsheetPump CurvePump Model3,400 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)0 226.5 226.5 0 69.0 0 69.0 0 69.0300 197.8 197.8 65.0% 19 60.3 23.0 38 60.3 57 60.3400 168.5 168.5 70.0% 25 51.4 24.3 50 51.4 76 51.4450 148 148.0 75.0% 28 45.1 22.4 57 45.1 85 45.1500 124.5 124.5 80.0% 32 37.9 19.6 63 37.9 95 37.9525 112.8 112.8 85.0% 33 34.4 17.6 66 34.4 99 34.4550 96.3 96.3 85.0% 35 29.4 15.7 69 29.4 104 29.4575 82.8 82.8 82.0% 36 25.2 14.7 73 25.2 109 25.2600 66.3 66.3 76.0% 38 20.2 13.2 76 20.2 114 20.2625 52.2 52.2 70.0% 39 15.9 11.8 79 15.9 118 15.9Reduced Speed2380 RPM 70% Speed 2380 RPM - 70%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 33.8 0 33.8 0 33.865.0% 13 29.5 7.9 26 29.5 40 29.570.0% 18 25.2 8.3 35 25.2 53 25.275.0% 20 22.1 7.7 40 22.1 60 22.180.0% 22 18.6 6.7 44 18.6 66 18.685.0% 23 16.8 6.0 46 16.8 70 16.885.0% 24 14.4 5.4 49 14.4 73 14.482.0% 25 12.4 5.0 51 12.4 76 12.476.0% 26 9.9 4.5 53 9.9 79 9.970.0% 28 7.8 4.0 55 7.8 83 7.80.0% 0 0.0 #DIV/0! 0 0.0 0 0.0Reduced Speed2720 RPM 80% Speed 2720 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)1 0.0% 0 44.2 0 44.2 0 44.22 65.0% 15 38.6 11.8 30 38.6 45 38.63 70.0% 20 32.9 12.4 40 32.9 61 32.94 75.0% 23 28.9 11.5 45 28.9 68 28.95 80.0% 25 24.3 10.1 50 24.3 76 24.36 85.0% 26 22.0 9.0 53 22.0 79 22.07 85.0% 28 18.8 8.1 56 18.8 83 18.88 82.0% 29 16.2 7.5 58 16.2 87 16.29 76.0% 30 12.9 6.8 61 12.9 91 12.910 70.0% 32 10.2 6.0 63 10.2 95 10.211 0.0% 0 0.0 #DIV/0! 0 0.0 0 0.0Reduced Speed3060 RPM 90% Speed 3060 RPM - 90%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 55.9 0 55.9 0 55.92 65.0% 17 48.8 16.8 34 48.8 51 48.83 70.0% 23 41.6 17.7 45 41.6 68 41.64 75.0% 26 36.5 16.3 51 36.5 77 36.55 80.0% 28 30.7 14.3 57 30.7 85 30.76 85.0% 30 27.8 12.8 60 27.8 89 27.87 85.0% 31 23.8 11.5 62 23.8 94 23.88 82.0% 33 20.4 10.7 65 20.4 98 20.49 76.0% 34 16.4 9.6 68 16.4 102 16.410 70.0% 35 12.9 8.6 71 12.9 106 12.911 0.0% 0 0.0 #DIV/0! 0 0.0 0 0.0C:\Users\TJ's MSI GhostLaptop\AppData\Roaming\Microsoft\Excel\[System&Pump Curves 2 (version 1).xls]PumpUBC Civil 409Example Spreadsheet Flow in L/s, head in mPump Selection No. of Pumps23.72 1 2 3 4Head Head Flow 0 15 15 15 15(L/s) 10 16 16 16 1620 20 19 19 19Pumps Operating 1 30 25 24 24 24Flow 28.0 L/s 40 32 31 31 3150 41 39 39 39Discharge HGL= 85.00 m 60 51 49 48 48Suction HGL= 70.00 m 70 63 60 59 5980 77 72 72 7190 92 86 85 85Hazen-Williams C Value 110.00 90 92 86 85 8590 92 86 85 8590 92 86 85 8590 92 86 85 8590 92 86 85 8590 92 86 85 8590 92 86 85 85ElementDia (nom) I.D. Total FlowFlow in Element Length "C" "K" "CV" Velocity Delta Hin mm L/s L/s m m/s mDischarge elbow 150 28 28.00 0.0590 degree bend 150 28 28.00 0.60 1.58 0.08Sch. 40 Steel Pipe 150 28 28.00 0.5 110 1.58 0.01Swing check valve 150 28 28.00 4600 1.58 0.01Gate valve x 3 150 28 28.00 0.90 1.58 0.1290 degree bend 150 28 28.00 0.60 1.58 0.08Sch. 40 Steel Pipe 150 28 28.00 3 110 1.58 0.0790 degree bend 150 28 28.00 0.60 1.58 0.08Sch. 40 Steel Pipe 150 28 28.00 3 110 1.58 0.0790 degree bend 150 28 28.00 0.60 1.58 0.08Sch. 40 Steel Pipe 150 28 28.00 6 110 1.58 0.1590 degree bend 150 28 28.00 0.60 1.58 0.08Sch. 40 Steel Pipe 150 28 28.00 300 110 1.58 7.2790 degree bend 150 28 28.00 0.60 1.58 0.08Sch. 40 Steel Pipe 150 28 28.00 6 110 1.58 0.1590 degree bend 150 28 28.00 0.60 1.58 0.08Sch. 40 Steel Pipe 150 28 28.00 3 110 1.58 0.0790 degree bend 150 28 28.00 0.60 1.58 0.08Sch. 40 Steel Pipe 150 28 28.00 3 110 1.58 0.07Exit 150 28 28.00 1.00 1.58 0.13Total Head Losses (m) 8.72Static Head 15.00Total Dynamic Head (m) 24March 2, 2019C:\Users\TJ's MSI GhostLaptop\Documents\UBC 2019 courses\CIVL 446\Pump S\[System&Pump Curves 3.xls]System HighParking and Water Management Mixed Solution – Final Design Report Reinforced Cast-In-Place Concrete Specifications LXXII      H Reinforced Cast-In-Place Concrete Specifications H.I General H.I.I Requirements • Supplying of materials and mixing and planning of reinforced cast-in-place concrete in accordance with the drawings and specifications. • Supplying, fabrications, constructing, storing, maintaining, removing of materials and temporary work where necessary. • Development of mix design that meets the performance requirement set out in this report. H.I.II References • CSA-A23.1/A23.2, Concrete Materials and Methods of Concrete Construction/Methods of Test and Standard Practices for Concrete • CSA A283, Qualification Code for Concrete Testing Laboratories • CSA-A3001, Cementitious Materials for Use in Concrete • CAN/CSA-A3000, Cementitious Materials Compendium H.I.III Submittals • At least 4 weeks prior to commencing work, inform Owner’s Representative of the proposed source of aggregate and provide sampling of aggregate if necessary. Submit the following manufacturers’ data:  • Portland Cement • Supplementary cementing materials • Admixtures • Aggregates • Water • Joint Filler  • Provide certification that plant, equipment and materials to be used conform to CSA A23.1/A23.2 • Provide certification of concrete testing that meets the required properties of concrete. All testing shall conform to CSA A23.1. The submission of mix design shall include the performance criteria of the following: • Compressive Strength • Density • Proposed Slump • Set time Parking and Water Management Mixed Solution – Final Design Report Reinforced Cast-In-Place Concrete Specifications LXXIII      H.II Products H.II.I Fine Aggregate Grading shall meet the requirements set out in CAN/CSA-A23.2-2A-14. Fine aggregate shall have a fineness modulus between 2.3 (minimum) and 3.1 (maximum), and meet the sieve designation of the following: MTO Sieve Designation Percentage Passing 9.5 mm 100 4.75 mm 95-100 2.36 mm 80-100 1.18 mm 50-85 600 um 25-60 300 um 10-30 150 um 0-10   H.II.II Coase Aggregate • All coarse aggregates shall have the maximum nominal size of 20mm and meet the grading requirements in CAN/CSA-A23.2-2A-14. Coase aggregates shall be uniformly graded. H.II.III Cement • All cementitious materials shall conform with CAN/CSA-A3000 Cementitious Materials Compendium, and shall exhibit homogeneity and free of any lumps and clutters. Normal Portland Cement shall be used unless otherwise specified by the engineer.  H.II.IV Formwork and Falsework • The contractor shall be responsible for the design of all proposed falsework and formwork and submit design calculations and drawings to the structural engineer at least 2 weeks before the commencement of the work. • Formwork shall not have any split, cracks, or defect that will compromise the performance of the material or create concerns for workers safety. The face of the formwork shall be free of any protruding nails, and debris. • Formwork ties and components shall be fixed that they shall not touch reinforcements or built-in components. H.III Construction H.III.I Mixing • All concrete shall should be thoroughly mixed until the material appears to be homogenous and all aggregates are evenly distributed throughout the batch. • Concrete shall have the below properties unless otherwise specified: • Minimum cement content: 300 kg/m^3 • Class of exposure: N Parking and Water Management Mixed Solution – Final Design Report Reinforced Cast-In-Place Concrete Specifications LXXIV      • Nominal maximum size of coarse aggregate: 20mm • Slump: 75-100mm • Air content: 5-8% H.III.II Pumping • Provide hot or cold weather protection when required as specified in CAN3-A23.1. • Contractor to choose pumping equipment and method. Concrete shall be pumped with continuous flow without air pockets entrapment.  H.III.III Finishing • Concrete finishing compliance with CSA-A23.1/A23.2.  • Wet cure concrete using polyethylene sheets placed over concrete to prevent damage. H.III.IV Field Quality Control • Sampling of concrete shall be done in the field as concrete is pumped and placed, the same batch of concrete shall be used for sampling. • Create concrete test cylinders in accordance with CSA-A23.1/A23.2. At least 4 cylinders should be made for each day’s pour, and for each type of grade of aggregate.  • Conduct at least one slump test and air entrainment test in the field with every batch of concrete.        Parking and Water Management Mixed Solution – Final Design Report Geotechnical Results and Calculations LXXV      I Geotechnical Results and Calculations I.I Swale WALLAP Analysis Results     Parking and Water Management Mixed Solution – Final Design Report Geotechnical Results and Calculations LXXVI      I.II Parkade WALLAP Analysis Results     Parking and Water Management Mixed Solution – Final Design Report Geotechnical Results and Calculations LXXVII       I.III  Parkade Calculations  Footing Sizing Item Value thickness (m) 0.8 Width (m) 3.3 Depth (m) 3 soil weight (kN) 455.20 concrete weight (kN) 253.85 effective stress (kPa) 27.57 P (kN) 6132.91 qult (kPa) 1291.71 Qallow (kPa) 430.56 q applied 604.97 FOS 2.07  Shear Failure Check Item Value Unit Df 3 m concrete density 2400 kg/m3 Load Combination 6132.91 kN Parking and Water Management Mixed Solution – Final Design Report Geotechnical Results and Calculations LXXVIII      q footing (kPa) 563.17 kPa thickness (t) 0.9 m B 3.3 m Qult 1291 kPa qt (kPa) 15000 kPa Reduction Factor 0.44  Factor of Safety 2.29   Contact Bearing Pressure Item Value Unit P0 = 0.85*fc'*A1 8978125 N A1 422500 mm^2 A2 13322500 mm^2 phi 0.7  Pnb (footing) 1 35290.94 kN Pnb (footing) 2 12569.38 kN Pnb (footing) actual 12569.38 kN Pnb (column) 6284.688 kN Footing Check no failure Column Check no failure  Punching Shear Item Value Unit Thickness t 900 mm B= 3300 mm Load Combo= 6132.905 kN d= 750 mm Column width c 650 mm Rebar Coverage 150 mm qu= 563.1685 kPa Vu= 5029.095 kN bo= 5600 mm as 20  Beta(c) 1  Parking and Water Management Mixed Solution – Final Design Report Geotechnical Results and Calculations LXXIX      fc' 25  Vc1 10710 kN Vc2 13132.5 kN Vc3 7000 kN 0.85*Vc 5950 >Vu Failure: No   Rebar Sizing Item Value Unit b = 1000 mm fy = 400 MPa a0 = 0.019 1/mm phi = 0.9  Lm = 1325 mm Mu = 4.94E+08 N*mm As = 2150.55 mm2/m As 7096.82 mm2 Diam bar 25 mm As per bar 490.8739 mm2 # bars 14  spacing 215 mm  Elastic Settlement (Schmertmann's Method) Iz Iz*z/E (m3/kN) Depth Top (m) Depth Bottom (m) E (MPa) Item Value 0 0 0 0.5 37.5 Df (m) 3 0 0 0.5 1 37.5 q (kPa) 57 0 0 1 1.5 37.5 qbar (kPa) 563.1685 0 0 1.5 2 37.5 q'z (kPa) 81.9735 0 0 2 2.5 37.5 z1 (m) 1.65 0 0 2.5 3 37.5 z2 (m) 6.6 0.213408 2.85E-06 3 3.5 37.5 Izmax 0.748491 0.440223 5.87E-06 3.5 4 37.5 L=B (m) 3.3 Parking and Water Management Mixed Solution – Final Design Report  LXXX      0.667039 8.89E-06 4 4.5 37.5 Load (kN) 6132.91 0.73337 9.78E-06 4.5 5 37.5 sum (m3/kN) 7E-05 0.657765 8.77E-06 5 5.5 37.5 C1 0.943695 0.58216 7.76E-06 5.5 6 37.5 C2 1.4 0.506555 6.75E-06 6 6.5 37.5 S (mm) 46.8 0.430949 5.75E-06 6.5 7 37.5 span (m) 7.7 0.355344 4.74E-06 7 7.5 37.5 max diff. S (mm) 15.4 0.279739 3.73E-06 7.5 8 37.5   0.204134 2.72E-06 8 8.5 37.5   0.128529 1.71E-06 8.5 9 37.5   0.052924 7.06E-07 9 9.5 37.5            Parking and Water Management Mixed Solution – Final Design Report Swale Calculations LXXXI      J Swale Calculations     Sample Calculation: Bioswale Slab – Bearing capacity of the soil  =  45 + ∅2 ∗ ∗∅ ∅ = 33°  = 26.09  = 2 ∗  + 1 ∗ tan∅  = 35.19 $%&' = 0.5 ∗ ( ∗ )* ∗  ( = 8.7- )* = 19 .-/ $%&' = 2908.45 .- 0123 25 65) = 3 $%&',89:;<= = 969.45 .- Sample Calculation: Bioswale Slab – Design Loads >?@ >2A = >> = A ∗ )B  CDℎ 25 F3 = A = 2- G?Hℎ 25 F3 = )B = 9.8 .-/ >> = 19.6 .- $89:;<= &IJ8 = 1.5 ∗ >> = 29.4 .- $%&',89:;<= > $89:;<= &IJ8 Because the bearing capacity of the soil beneath the slab is greater than the design loads, the slab will only need the minimum steel area.        Sample Calculation: Bioswale Slab – Thickness of slab L??-M- ADℎ 25 NOP = A: = O=20 Assumptions: • Simply supported between retaining walls • One-way slab O= = 8.7- L?. ADℎ = 530-- Q1MO ADℎ 25 NOP = 550-- Made slab 450mm thick for easier constructability. Sample Calculation: Bioswale Slab – Minimum steel area Q:,R;=. = 0.002 ∗ Q< Find the minimum steel for a unit width of one meter. Q< = > ∗ A: = 1- ∗ 0.45- = 0.45-- Q:,R;=. = 900-- Sample Calculation: Bioswale Slab – Maximum Spacing 6D1?H 25 3P3 = N NRJS. = -?. 5 ∗ A:, 500-- 5 ∗ A: = 2250-- Therefore, NRJS. = 500-- Sample Calculation: Bioswale Slab – Rebar Arrangement The arrangement of steel for the bioswale is 20M bars is 300mm. For a unit width of one meter of the bioswale, the following calculations are to ensure that the steel arrangement meet the minimum steel area requirement. Q: = 300-- ∗ 1000--300-- = 1000-- Therefore, the steel arrangement meets the minimum required steel area.   Sample Calculation: Steel Culvert The following formula is a rearrangement of the Manning Formula: CR;= = T ∗  ∗ 10.0976U.V ∗ 3.14159/W Q = Peak Stormwater Flow = 1.02m^3/s n = Manning Roughness Coefficient = 0.024 S = Slope of the culvert = 16m/300m = 5.3% Dmin = Minimum diameter of the culvert  Sample Calculation: Steel Weir ( = T ∗ 1.5XY ∗ 2 ∗ HU.V ∗ Z^1.5 Q = Peak Stormwater Flow = 1.02m^3/s Cd = Discharge Coefficient = 0.62 for rectangular weirs g = Acceleration due to gravity = 9.81m/s^2 H = Head above the weir = 1 meter B = Width of the rectangular opening  Parking and Water Management Mixed Solution – Final Design Report  LXXXIV       K Detailed Design Drawings      1 02 03 04 05 04 03 02 01 0 1 02 03 04 05 04 03 02 01 000 00footballrugbysoccerNEW STADIUM ROADEAST MALLSRN 01SRN 02SRN 04EAST MALL LANDBLDG 2BLDG 1BLDG 1 BLDG 2 BLDG 3BLDG 1STADIUMBUILDINGSRN 03rugbysoccerfootball1 ISSUED FOR CONSTRUCTION 4/8/2019 AE EBREV PURPOSE DATE DR. CH.STADIUM  NEIGHBORHOOD UNDERGROUNDPARKADE AND WATER STORAGECONSULTANT:KATMEET KONSULTINGCLIENT:UNIVERSITY OF BRITISH COLUMBA, CAMPUS ANDCOMMUNITY PLANNINGUBC CAMPUS AND COMMUNITY PLANNINGSTADIUM NEIGHBOURHOOD UNDERGROUND PARKADE AND WATER STORAGEISSUED FOR CONSTRUCTIONAPRIL 8TH, 2019 1:25000m 125mSTADIUM NEIGHBOURHOOD UNDERGROUNDPARKADE AND WATER STORAGECOVER PAGE1 02 03 04 05 04 03 02 01 01 02 03 04 05 04 03 02 01 00000footballrugbysoccerNEW STADIUM ROAD SRN 01SRN 02SRN 04EAST MALL LANDBLDG 2BLDG 1BLDG 2BLDG 3BLDG 1STADIUMBUILDINGrugbysoccerfootball1 ISSUED FOR CONSTRUCTION 4/8/2019 AE EBREV PURPOSE DATE DR. CH.STADIUM NEIGHBOURHOOD UNDERGROUNDPARKADE AND WATER STORAGESITE OVERVIEWSTADIUM  NEIGHBORHOOD UNDERGROUNDPARKADE AND WATER STORAGECONSULTANT:KATMEET KONSULTINGCLIENT:UNIVERSITY OF BRITISH COLUMBA, CAMPUS ANDCOMMUNITY PLANNINGUBC CAMPUS AND COMMUNITY PLANNINGSTADIUM NEIGHBOURHOOD UNDERGROUND PARKADE AND WATER STORAGEISSUED FOR CONSTRUCTIONAPRIL 8TH, 2019 1:25000m 125mSTADIUM PARKADEPEDESTRIANCROSSING ANDCULVERTWEIR 1WEIR 2PUMP LOCATIONPUMP OURLETBIOSWALE AREA16TH AVENUEEAST MALLROSS DRSW MARINE DR1 02 03 04 05 04 03 02 01 01 02 03 04 05 04 03 02 01 00000footballrugbysoccerNEW STADIUM ROAD SRN 01SRN 02SRN 04EAST MALL LANDBLDG 2BLDG 1BLDG 2BLDG 3BLDG 1STADIUMBUILDINGrugbysoccerfootball1 ISSUED FOR CONSTRUCTION 4/8/2019 AE EBREV PURPOSE DATE DR. CH.STADIUM NEIGHBOURHOOD UNDERGROUNDPARKADE AND WATER STORAGECONSTRUCTION LIMITSSTADIUM  NEIGHBORHOOD UNDERGROUNDPARKADE AND WATER STORAGECONSULTANT:KATMEET KONSULTINGCLIENT:UNIVERSITY OF BRITISH COLUMBA, CAMPUS ANDCOMMUNITY PLANNINGUBC CAMPUS AND COMMUNITY PLANNINGSTADIUM NEI HBOURHOOD UNDERGROUND PARKADE AND WATER STORAGEISSUED FOR CONSTRUCTIONAPRIL 8TH, 2019 1:25000m 125mSWALE LIMITSINCLUDING ROADWORKSSWALE LIMITSPARKADE LIMITSNOTES:1. ALL LIMITS INCLUDE EXCAVATION AND REMOVALSAREA1 ISSUED FOR CONSTRUCTION 4/8/2019 AE EBREV PURPOSE DATE DR. CH.STADIUM NEIGHBOURHOOD UNDERGROUNDPARKADE AND WATER STORAGESTRUCTURAL NOTESSTADIUM  NEIGHBORHOOD UNDERGROUNDPARKADE AND WATER STORAGECONSULTANT:KATMEET KONSULTINGCLIENT:UNIVERSITY OF BRITISH COLUMBA, CAMPUS ANDCOMMUNITY PLANNINGGENERAL STRUCTURAL NOTES1. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE SPECIFICATIONS AND OTHERRELATED DRAWINGS AND DOCUMENTS BY OTHER DISCIPLINES. ALL WORK SHALL CONFORM TO NATIONAL,PROVINCIAL, AND MUNICIPAL BUILDING BY-LAWS.2. THESE DRAWINGS DO NOT INDICATE METHOD OF CONSTRUCTION. CONTRACTORS SHALL VERIFY ALLDIMENSIONS AND ELEVATION RELATIONS TO EXISTING CONDITIONS BY MAKING FIELD SURVEYS ANDMEASUREMENTS PRIOR TO CONSTRUCTION AND MANUFACTURING OF PARTS.3. THE GENERAL CONTRACTOR SHALL OBTAIN COPIES OF THE LATEST CONTRACT DOCUMENTS AND COPIESOF ALL RELATED COMMUNICATION AND ADDENDA. GENERAL CONTRACTOR SHOULD PROVIDE RELEVANTDOCUMENTS TO SUB-CONTRACTORS AND SUPPLIERS WHERE DEEMED NECESSARY FOR THE COMPLETION OFTHE PROJECT.4. ALL SUBMITTALS AND SHOP-DRAWINGS SHALL BE REVIEWED AND STAMPED BY THE GENERALCONTRACTOR PRIOR TO SUBMITTAL TO THE ENGINEERS AND ARCHITECTS. DRAWING REVIEWS WITHOUTCONTRACTOR REVIEW MAY RESULT IN DELAYS.5. THE GENERAL CONTRACTOR SHALL COORDINATE DRAWINGS OF ALL REPORTS AND SUBMITTALS.  THEGENERAL CONTRACTOR SHALL SUBMIT THE SHOP-DRAWINGS FOR REVIEW TO THE STRUCTURAL ENGINEER:a. CONCRETE MIX DESIGNSb. STEEL REINFORCEMENTS6. WHERE THERE IS A CONFLICT BETWEEN THE DRAWINGS AND THE SPECIFICATIONS, THE STRICTERREQUIREMENT SHALL GOVERN. CONSULT WITH THE PROJECT ENGINEER AND ARCHITECTURE AND OBTAINAPPROVAL PRIOR TO COMMENCEMENT OF THE WORK.7. NO STRUCTURAL MEMBER SHALL BE CUT, REDUCED IN DIMENSIONS AND STRENGTH UNLESS OTHERWISENOTED BY THE STRUCTURAL ENGINEER.1 02 03 04 05 04 0 4 05 04 03 02 01 00 0STADIUMBUILDINGfootball1 ISSUED FOR CONSTRUCTION 4/8/2019 AE EBREV PURPOSE DATE DR. CH.STADIUM NEIGHBOURHOOD UNDERGROUNDPARKADE AND WATER STORAGETRAFFIC MANAGEMENT PLANWESTBOUND 16TH AVENUESTADIUM  NEIGHBORHOOD UNDERGROUNDPARKADE AND WATER STORAGECONSULTANT:KATMEET KONSULTINGCLIENT:UNIVERSITY OF BRITISH COLUMBA, CAMPUS ANDCOMMUNITY PLANNING1:12500m 62.5mNOTES:1. A TRAFFIC CONTROL PERSON WILL BE PRESENT ON SITE DURING WORK ATALL TIMES2. TAPERS AND SIGNAGE WILL BE FIT ON SITE BY TRAFFIC CONTROL PERSON40m TAPERLANE CLOSEDEND OF LANE CLOSURE. ONE LANE LEFTMAINTAINED FOR LEFT-TURN MOVEMENTAPPROPRIATE SIGNAGE TO BE PLACED UPSTREAMOF CLOSURE BY CONTRACT ADMINISTRATORTRAFFIC CONES TO BE PLACEDAT 5m INTERVALS1 02 03 04 0 4 03 02 01 00 0BUILDING1 ISSUED FOR CONSTRUCTION 4/8/2019 AE EBREV PURPOSE DATE DR. CH.STADIUM NEIGHBOURHOOD UNDERGROUNDPARKADE AND WATER STORAGETRAFFIC MANAGEMENT PLANEASTBOUND 16TH AVENUESTADIUM  NEIGHBORHOOD UNDERGROUNDPARKADE AND WATER STORAGECONSULTANT:KATMEET KONSULTINGCLIENT:UNIVERSITY OF BRITISH COLUMBA, CAMPUS ANDCOMMUNITY PLANNING1:12500m 62.5mNOTES:1. A TRAFFIC CONTROL PERSON WILL BE PRESENT ON SITE DURING WORK ATALL TIMES2. TAPERS AND SIGNAGE WILL BE FIT ON SITE BY TRAFFIC CONTROL PERSON40m TAPERLANE CLOSEDLEFT-TURN MOVEMENT PROHIBITED FORDURATION OF RETAINING WALLCONSTRUCTIONAPPROPRIATE SIGNAGE TO BE PLACED DOWNSTREAMOF CLOSURE BY CONTRACT ADMINISTRATORTRAFFIC CONES TO BE PLACEDAT 5m INTERVALSAPPROPRIATE SIGNAGE TO BE PLACED UPSTREAMOF CLOSURE BY CONTRACT ADMINISTRATORAPPROPRIATE SIGNAGE TO BE PLACED AT NEW STADIUM ROAD TO PROVIDE DETOUR FOR LEFT TURN MOVEMENT1 ISSUED FOR CONSTRUCTION 4/8/2019 AE TJREV PURPOSE DATE DR. CH.STADIUM  NEIGHBORHOOD UNDERGROUNDPARKADE AND WATER STORAGECONSULTANT:KATMEET KONSULTINGCLIENT:UNIVERSITY OF BRITISH COLUMBA, CAMPUS ANDCOMMUNITY PLANNINGMAX WATER LEVELTRAVEL LANETRAVEL LANEBIKE LANE TRAVEL LANE TRAVEL LANE BIKE LANEWALKWAYWALKWAYSTADIUM NEIGHBOURHOOD UNDERGROUNDPARKADE AND WATER STORAGEROAD CROSS SECTION1.203.503.501.201.20 3.50 3.50 1.20NOTES:1. ALL DIMENSIONS IN METRES UNLESSOTHERWISE NOTED1:1000m 5mSTADIUM  NEIGHBORHOOD UNDERGROUNDPARKADE AND WATER STORAGECONSULTANT:KATMEET KONSULTINGCLIENT:UNIVERSITY OF BRITISH COLUMBA, CAMPUS ANDCOMMUNITY PLANNINGSTADIUM NEIGHBOURHOOD UNDERGROUNDPARKADE AND WATER STORAGEEXCAVATION DETAIL1 ISSUED FOR CONSTRUCTION 4/8/2019 AE TJREV PURPOSE DATE DR. CH.3.0 3.04.04.0NOTES:1. ALL DIMENSIONS IN METRES UNLESSOTHERWISE NOTED1:500m 2.5mSTADIUM  NEIGHBORHOOD UNDERGROUNDPARKADE AND WATER STORAGECONSULTANT:KATMEET KONSULTINGCLIENT:UNIVERSITY OF BRITISH COLUMBA, CAMPUS ANDCOMMUNITY PLANNINGSTADIUM NEIGHBOURHOOD UNDERGROUNDPARKADE AND WATER STORAGESWALE CROSS SECTION1 ISSUED FOR CONSTRUCTION 4/8/2019 AE TJREV PURPOSE DATE DR. CH.10.60.551.752,2400mm CONCRETEMEDIAN BARRIER400mm CONCRETEMEDIAN BARRIERMAX WATER LEVEL200mm BEDDING SOIL300mm OF 51mm CRUSHEDGRANULAR BASE300mm GRANULARSUBBASE900mm GRANULARSUBBASENOTES:1. ALL DIMENSIONS IN METRES UNLESS OTHERWISE NOTED2. MAX WATER LEVEL 1m3. REBAR SPECIFICATION PROVIDED SEPARATELY1:500m 2.5mBAR ANCHOR4m LENGTH0.15m DIAMETER30° BELOW HORIZONTALBAR ANCHOR4M LENGTH0.15M DIAMETER30° BELOW HORIZONTALRE-CIRCULATION PIPE150mm DIAMETER1.2m RAILING,TO BE DESIGN BY CONTRACTADMINISTRATOR1.2m RAILING,TO BE DESIGN BY CONTRACTADMINISTRATORSTADIUM  NEIGHBORHOOD UNDERGROUNDPARKADE AND WATER STORAGECONSULTANT:KATMEET KONSULTINGCLIENT:UNIVERSITY OF BRITISH COLUMBA, CAMPUS ANDCOMMUNITY PLANNINGSTADIUM NEIGHBOURHOOD UNDERGROUNDPARKADE AND WATER STORAGEPEDESTRIAN WALKWAYCROSS SECTION1 ISSUED FOR CONSTRUCTION 4/8/2019 AE TJREV PURPOSE DATE DR. CH.400mm CONCRETEMEDIAN BARRIER400mm CONCRETEMEDIAN BARRIER900m GRANULAR FILL300mm OF 51mm CRUSHEDGRANULAR BASE300mm GRANULARSUBBASE900mm GRANULARSUBBASENOTES:1. ALL DIMENSIONS IN METRES UNLESS OTHERWISE NOTED1:500m 2.5mBAR ANCHOR4m LENGTH0.15m DIAMETER30° BELOW HORIZONTALBAR ANCHOR4M LENGTH0.15M DIAMETER30° BELOW HORIZONTALRE-CIRCULATION PIPE150mm DIAMETER870mm RADIUSCORRUGATED STEEL PIPETO BE SIZED BY CONTRACT ADMINISTRATOR1.2m RAILING,TO BE DESIGN BY CONTRACTADMINISTRATORSTADIUM  NEIGHBORHOOD UNDERGROUNDPARKADE AND WATER STORAGECONSULTANT:KATMEET KONSULTINGCLIENT:UNIVERSITY OF BRITISH COLUMBA, CAMPUS ANDCOMMUNITY PLANNINGSTADIUM NEIGHBOURHOOD UNDERGROUNDPARKADE AND WATER STORAGEPEDESTRIAN WALKWAY1 ISSUED FOR CONSTRUCTION 4/8/2019 AE TJREV PURPOSE DATE DR. CH.NOTES:1. ALL DIMENSIONS IN METRESUNLESS OTHERWISE NOTED2. ROAD MARKINGS TO BE FIT  ONSITE BY CONTRACTADMINISTRATOR3. ALL PAINT MARKINGS TO COMPLYWITH BC MoT STANDARDS1:1250m 6.25mEASTBOUNDBIKE LANEWESTBOUNDBIKE LANE1,2 3,5 3,5 0.401,2 1,23,53,50.401,210.90150mm RETAINING WALL, TYP.900mm GRANULAR FILL FORSCOUR PROTECTION, TYP.870mm CORRUGATEDSTEEL CULVERTPEDESTRIAN WALKWAY2,4PAINT MARKINGS TO BE3m WIDESTADIUM  NEIGHBORHOOD UNDERGROUNDPARKADE AND WATER STORAGECONSULTANT:KATMEET KONSULTINGCLIENT:UNIVERSITY OF BRITISH COLUMBA, CAMPUS ANDCOMMUNITY PLANNINGSTADIUM NEIGHBOURHOOD UNDERGROUNDPARKADE AND WATER STORAGESWALE OUTFLOW DETAIL1 ISSUED FOR CONSTRUCTION 4/8/2019 AE ERREV PURPOSE DATE DR. CH.NOTES:1. ALL DIMENSIONS IN METRESUNLESS OTHERWISE NOTED2. VERTICAL PROFILE TO BE FIT ONSITE BY CONTRACTADMINISTRATOR1:500m 2.5m870mm CORRUGATED STEEL PIPE0,50,51011,46900mm GRANULAR FILLTAPER AT 63°, TYP.STADIUM  NEIGHBORHOOD UNDERGROUNDPARKADE AND WATER STORAGECONSULTANT:KATMEET KONSULTINGCLIENT:UNIVERSITY OF BRITISH COLUMBA, CAMPUS ANDCOMMUNITY PLANNINGSTADIUM NEIGHBOURHOOD UNDERGROUNDPARKADE AND WATER STORAGESCOUR PROTECTION DETAIL1 ISSUED FOR CONSTRUCTION 4/8/2019 AE ERREV PURPOSE DATE DR. CH.NOTES:1. ALL DIMENSIONS IN METRESUNLESS OTHERWISE NOTED2. VERTICAL PROFILE TO BE FIT ONSITE BY CONTRACTADMINISTRATOR1:500m 2.5m870mm CORRUGATED STEEL PIPE900mm GRANULAR FILLGRANULAR FILL TO BE PLACED TO TOP OF SWALE WALLS16,194,8716,91STADIUM  NEIGHBORHOOD UNDERGROUNDPARKADE AND WATER STORAGECONSULTANT:KATMEET KONSULTINGCLIENT:UNIVERSITY OF BRITISH COLUMBA, CAMPUS ANDCOMMUNITY PLANNINGSTADIUM NEIGHBOURHOOD UNDERGROUNDPARKADE AND WATER STORAGEBAR ANCHOR DETAIL1 ISSUED FOR CONSTRUCTION 4/8/2019 AE ERREV PURPOSE DATE DR. CH.3 TYP.NOTES:1. ALL DIMENSIONS IN METRESUNLESS OTHERWISE NOTED2. DETAIL TO CONTINUE FOR THELENGTH OF THE SWALE RETAININGWALL.150mm DIAMETER BAR ANCHOR4m LENGTH, LINEAR30° BELOW HORIZONTALTYPICAL1.5, TYP2.8 TYP1:37.50m 1.67mSTADIUM  NEIGHBORHOOD UNDERGROUNDPARKADE AND WATER STORAGECONSULTANT:KATMEET KONSULTINGCLIENT:UNIVERSITY OF BRITISH COLUMBA, CAMPUS ANDCOMMUNITY PLANNINGSTADIUM NEIGHBOURHOOD UNDERGROUNDPARKADE AND WATER STORAGEPUMP HOUSE DETAIL1 ISSUED FOR CONSTRUCTION 4/8/2019 AE ERREV PURPOSE DATE DR. CH.PUMP 2PUMP 3PUMP 1INTAKE PIPE, 150mmNOTES:1. ALL DIMENSIONS IN METRESUNLESS OTHERWISE NOTED2. PUMP SPECIFICATION PROVIDEDSEPARATELY3. PUMP PROTECTION TO BEPROVIDED BY CONTRACTADMINISTRATOR1:500m 2.5mOUTLFOW PIPE, 150mmSTADIUM  NEIGHBORHOOD UNDERGROUNDPARKADE AND WATER STORAGECONSULTANT:KATMEET KONSULTINGCLIENT:UNIVERSITY OF BRITISH COLUMBA, CAMPUS ANDCOMMUNITY PLANNINGSTADIUM NEIGHBOURHOOD UNDERGROUNDPARKADE AND WATER STORAGERE-CIRCULATION PIPE DETAIL1 ISSUED FOR CONSTRUCTION 4/8/2019 AE ERREV PURPOSE DATE DR. CH.NOTES:1. ALL DIMENSIONS IN METRESUNLESS OTHERWISE NOTED2. PIPING TO CONTINUE FOR THELENGTH OF THE SWALE RETAININGWALL.3. PIPE OUTFLOW TO BE FIT BYCONTRACT ADMINISTRATORMAX WATER LEVELWATER INFLOW FROM DOWNSTREAMWATER OUTFLOW, INTO SWALETOP OF SWALESWALE SLABRE-CIRCULATION PIPE, 150mmBEDDING SOILFLOW DIRECTION1:37.50m 1.67mSTADIUM  NEIGHBORHOOD UNDERGROUNDPARKADE AND WATER STORAGECONSULTANT:KATMEET KONSULTINGCLIENT:UNIVERSITY OF BRITISH COLUMBA, CAMPUS ANDCOMMUNITY PLANNINGSTADIUM NEIGHBOURHOOD UNDERGROUNDPARKADE AND WATER STORAGESTEEL WEIR DETAIL1 ISSUED FOR CONSTRUCTION 4/8/2019 AE ERREV PURPOSE DATE DR. CH.NOTES:1. ALL DIMENSIONS IN METRESUNLESS OTHERWISE NOTED2. WEIR WIDTH TO BE DETERMINED BYCONTRACT ADMINISTRATOR1:37.50m 1.67m10,90,650,9MAX WATER LEVEL0,1200mm BEDDING SOIL300mm OF 51mm CRUSHEDGRANULAR BASE300mm GRANULARSUBBASERE-CIRCULATION PIPE150mm DIAMETERSTEEL WEIRSTADIUM  NEIGHBORHOOD UNDERGROUNDPARKADE AND WATER STORAGECONSULTANT:KATMEET KONSULTINGCLIENT:UNIVERSITY OF BRITISH COLUMBA, CAMPUS ANDCOMMUNITY PLANNINGSTADIUM NEIGHBOURHOOD UNDERGROUNDPARKADE AND WATER STORAGEPARKADE PLAN1 ISSUED FOR CONSTRUCTION 4/8/2019 AE MLREV PURPOSE DATE DR. CH.NOTES:1. ALL DIMENSIONS IN METRES UNLESS OTHERWISE NOTED2. COLUMN, BEAM, AND CONNECTION DETAILS PROVIDED ONSEPARATE SHEET1:5000m 25mSEE STOP BARDETAILSEE SMALL CARDETAILSEE SMALL CARDETAILSEE STOP BARDETAILSEE STOP BARDETAILSEE STOP BARDETAILSEE END STALL DETAILSEE END STALL DETAILSEE END STALL DETAILSEE END STALL DETAILRAMP AREA, SEE SECTION110.4862,210,95, TYP5,717,585,525,5212,575,525,527,585,71AABB4,384,85STADIUM  NEIGHBORHOOD UNDERGROUNDPARKADE AND WATER STORAGECONSULTANT:KATMEET KONSULTINGCLIENT:UNIVERSITY OF BRITISH COLUMBA, CAMPUS ANDCOMMUNITY PLANNINGSTADIUM NEIGHBOURHOOD UNDERGROUNDPARKADE AND WATER STORAGEBEAM LAYOUT1 ISSUED FOR CONSTRUCTION 4/8/2019 AE TJREV PURPOSE DATE DR. CH.NOTES:1. ALL DIMENSIONS IN METRES UNLESS OTHERWISE NOTED2. COLUMN, BEAM, AND CONNECTION DETAILS PROVIDED ONSEPARATE SHEET1:5000m 25m110.4862,210,95, TYP5,717,585,525,5212,575,525,527,585,71STADIUM  NEIGHBORHOOD UNDERGROUNDPARKADE AND WATER STORAGECONSULTANT:KATMEET KONSULTINGCLIENT:UNIVERSITY OF BRITISH COLUMBA, CAMPUS ANDCOMMUNITY PLANNINGSTADIUM NEIGHBOURHOOD UNDERGROUNDPARKADE AND WATER STORAGESECTION DETAILS1 ISSUED FOR CONSTRUCTION 4/8/2019 AE MLREV PURPOSE DATE DR. CH.NOTES:1. ALL DIMENSIONS IN METRES UNLESS OTHERWISE NOTED2. COLUMNS, BEAMS, AND SLABS TO BE CONCRETE. HATCH NOT SHOWN3. SPRINKLER SYSTEM AND LIGHTING TO BE DESIGN BY CONTRACTADMINISTRATOR1:3330m 16.5m62,2110.48INCLINE AT 10°INCLINE AT 15°TRANSITION FROM 10° TO 15°CURVE WITH A 50m RADIUS CURVESECTION A-ASECTION B-B5,71 7,58 5,71 5,71 12,57 5,71 5,71 7,58 5.7110,95, TYP.0,420,454,880.350,420,454,880.35STADIUM  NEIGHBORHOOD UNDERGROUNDPARKADE AND WATER STORAGECONSULTANT:KATMEET KONSULTINGCLIENT:UNIVERSITY OF BRITISH COLUMBA, CAMPUS ANDCOMMUNITY PLANNINGSTADIUM NEIGHBOURHOOD UNDERGROUNDPARKADE AND WATER STORAGEPARKADE DETAILS1 ISSUED FOR CONSTRUCTION 4/8/2019 AE MLREV PURPOSE DATE DR. CH.NOTES:1. ALL DIMENSIONS IN METRES UNLESS OTHERWISE NOTED2. STALL NUMBERING TO BE CENTERED IN THE STALL, IN LINE WITHTHE END OF THE PAVEMENT MARKINGS3. STALL NUMBERING TO BE DETERMINED ON SITE BY CONTRACTADMINISTRATOR1:1000m 5m### ###STOP5,73,4.255,75,72,745,72,742,25,70,50.2m RADIUSTYP.SMALL CAR STALLDETAILCAR STALL DETAILEND STALL DETAILSTOP BAR DETAIL.250.25######.25.253.0 TYP.STADIUM  NEIGHBORHOOD UNDERGROUNDPARKADE AND WATER STORAGECONSULTANT:KATMEET KONSULTINGCLIENT:UNIVERSITY OF BRITISH COLUMBA, CAMPUS ANDCOMMUNITY PLANNINGSTADIUM NEIGHBOURHOOD UNDERGROUNDPARKADE AND WATER STORAGESTRUCTURAL DETAILS1 ISSUED FOR CONSTRUCTION 4/8/2019 AE MLREV PURPOSE DATE DR. CH.NOTES:1. ALL DIMENSIONS IN METRES UNLESS OTHERWISE NOTED2. RADIUS OF ALL REBAR ANGLE BENDS IS TO BE NO LESS THANR=105mm1:200m 1m0,970,970,06, TYP.10M STIRRUP20M REBAR,TYP.10M STIRRUP0,04, TYP.0,40,350.390,060,16, TYP.35M REBAR,TYP.25M REBAR,TYP.SLAB REINFORCEMENTCOVERCOLUMN DETAIL BEAM DETAILBEAM-COLUMN CONNECTION DETAILSUPERSTRUCTURE ABOVE0,970,80,060,4, TYP.0,3, TYP.SLAB REINFORCEMENTCOVER35M REBAR, TYP.STADIUM  NEIGHBORHOOD UNDERGROUNDPARKADE AND WATER STORAGECONSULTANT:KATMEET KONSULTINGCLIENT:UNIVERSITY OF BRITISH COLUMBA, CAMPUS ANDCOMMUNITY PLANNINGSTADIUM NEIGHBOURHOOD UNDERGROUNDPARKADE AND WATER STORAGEPARKADE FOUNDATION1 ISSUED FOR CONSTRUCTION 4/8/2019 AE MLREV PURPOSE DATE DR. CH.NOTES:1. ALL DIMENSIONS IN METRES UNLESS OTHERWISE NOTED2. PARKADE FOUNDATION TO BE CONSTRUCTED BENEATH SLAB3. BAR ANCHORS TO BE PLACED AT SPECIFIED SPACING AROUNDTHE ENTIRE PARKADE FOUNDATION1:500m 2.5m0,25131,5SOIL SURFACEBAR ANCHOR9M LENGTH0.15M DIAMETER30° BELOW HORIZONTAL2m SPACING132, TYP.1,5STADIUM  NEIGHBORHOOD UNDERGROUNDPARKADE AND WATER STORAGECONSULTANT:KATMEET KONSULTINGCLIENT:UNIVERSITY OF BRITISH COLUMBA, CAMPUS ANDCOMMUNITY PLANNINGSTADIUM NEIGHBOURHOOD UNDERGROUNDPARKADE AND WATER STORAGEPARKADE WALL MARKINGS1 ISSUED FOR CONSTRUCTION 4/8/2019 AE MLREV PURPOSE DATE DR. CH.NOTES:1. ALL DIMENSIONS IN METRES UNLESS OTHERWISE NOTED2. ALL PAVEMENT NUMBERS TO BE DETERMINED ON SITE BYCONTRACT ADMINISTRATOR3. ALL PAVEMENT MARKINGS TO BE 250mm IN HEIGHT4. PAVEMENT MARKINGS TO BE CENTERED IN EACH STALL10,950,254,88 ### ### ######2,44 TYP.0,970,971:37.50m 1.67mSTADIUM  NEIGHBORHOOD UNDERGROUNDPARKADE AND WATER STORAGECONSULTANT:KATMEET KONSULTINGCLIENT:UNIVERSITY OF BRITISH COLUMBA, CAMPUS ANDCOMMUNITY PLANNINGSTADIUM NEIGHBOURHOOD UNDERGROUNDPARKADE AND WATER STORAGEPARKADE FOOTING1 ISSUED FOR CONSTRUCTION 4/8/2019 AE MLREV PURPOSE DATE DR. CH.NOTES:1. ALL DIMENSIONS IN METRES UNLESS OTHERWISE NOTED1:200m 1m0.07500.15000.65002.10000.90003.300014 x 25M (25mm diameter)

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