UBC Undergraduate Research

UBC Stormwater Detention : South Campus Stormwater Management Project Mendoza, Antonio; Mitchell, Kyle; Wagih, Ali; Gumuchian, Robert; Oosterman, Haley; van Engelen, Anthony 2019-04-08

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UBC Social Ecological Economic Development Studies (SEEDS) Sustainability Program Student Research Report h^ƚŽƌŵǁĂƚĞƌĞƚĞŶƚŝŽŶ͗^ŽƵƚŚĂŵƉƵƐ^ƚŽƌŵǁĂƚĞƌDĂŶĂŐĞŵĞŶƚWƌŽũĞĐƚAntonio Mendoza, Kyle Mitchell, Ali Wagih, Robert Gumuchian, Haley Oosterman, Anthony van Engelen University of British Columbia CIVL ϰϰϱͬ446Themes: Water, Climate, Land April 8, 2019 Disclaimer: “UBC SEEDS Sustainability Program provides students with the opportunity to share the findings of their studies, as well as their opinions, conclusions and recommendations with the UBC community. The reader should bear in mind that this is a student research project/report and is not an official document of UBC. Furthermore, readers should bear in mind that these reports may not reflect the current status of activities at UBC. We urge you to contact the research persons mentioned in a report or the SEEDS Sustainability Program representative about the current status of the subject matter of a project/report”.  1 Executive Summary  Recent studies by the UBC SEEDS Sustainability Program show that a 1 in 100-year storm event would cause overland flooding in the southern parts of UBC campus, with flows capable of severely damaging the delicate sandy cliffs above Wreck Beach. This report covers the design of a multipurpose stormwater management facility in south campus which will mitigate damaging storm event runoff while providing a useful and respectable space for students, faculty, and visitors to enjoy. The final design is a miniature golf and stormwater detainment facility, appealing to all ages as a space for fun outdoor activity while efficiently storing, cleaning, and carefully releasing all storm runoff in UBC’s south water catchment area. To align with UBC SEEDS sustainability goals, a facility has been designed to meet or exceed expectations in areas of multifunctionality, low-impact development, and cost. The facility includes three at-grade pools which serve as scenery during the summer and large collectors of potential flood water during seasons of high precipitation. Vegetation such as moss and reeds will aid in filtering all water that enters the system in this way. Supplementing the storage capacity of the pools is a large underground tank structure, with an oil and grits chamber to further clean the water and outlets designed to control the rate of flow back into the existing stormwater system.    2 Table of Contents Executive Summary ............................................................................................................... 1 List of Figures ........................................................................................................................ 4 List of Tables ......................................................................................................................... 4 1.0 Introduction ..................................................................................................................... 5 1.1 Project Description ..............................................................................................................5 1.2 Site Description ...................................................................................................................5 2.0 Design Criteria ................................................................................................................. 7 2.1 Design Life ..........................................................................................................................7 2.2 Software Packages ..............................................................................................................7 2.3 Bylaws & Regulations ..........................................................................................................8 2.4 Hydrotechnical Design Load .................................................................................................9 2.5 Geotechnical Requirements ............................................................................................... 11 2.6 Structural Requirements & Inputs ...................................................................................... 13 2.7 Environmental Requirements ............................................................................................ 13 3.0 Design Components ....................................................................................................... 14 3.1 System Overview .............................................................................................................. 14 3.2 Bypass Line  ...................................................................................................................... 15 3.3 Cascading Pond Conveyance System .................................................................................. 16 3.4 Stormwater Detention System ........................................................................................... 19 3.4.1 Oil and Grit Chamber ................................................................................................................................. 20 3.4.2 Diversion Channel ...................................................................................................................................... 21 3.4.3 Stormwater Detention Tanks ..................................................................................................................... 22 3.5 Downstream Connection ................................................................................................... 23 3.5 Operations Hut ....................................................................................................................... 24 3.6 Mobility Improvements .......................................................................................................... 25 3.6.1 Parking Lot ................................................................................................................................................. 25 3.6.2 Vehicle and Pedestrian Accessibility .......................................................................................................... 26 4.0 Construction Plan ........................................................................................................... 27 4.1 Specifications & Standards ...................................................................................................... 27 4.1.1 Corrugated Steel Detention Tanks ............................................................................................................. 27 4.1.2 Manholes and Connections ....................................................................................................................... 27 4.1.3 Concrete Sewer Pipe .................................................................................................................................. 28 4.2 Project Phasing ....................................................................................................................... 28  3 4.3 Excavation Plan ...................................................................................................................... 29 4.4 Traffic Management Plan ........................................................................................................ 30 5.0 Cost Breakdown ............................................................................................................. 32 6.0 Schedule ........................................................................................................................ 33 6.1 Service-Life Maintenance Plan ........................................................................................... 34 7.0 Conclusion ..................................................................................................................... 35 Appendix A: Sample Calculations ......................................................................................... 36 Appendix B: Design Specifications ........................................................................................ 43 Appendix C: Engineering Drawings ...................................................................................... 59 Appendix D: Cost Estimate ................................................................................................... 79 Appendix E: Construction Schedule ...................................................................................... 82     4 List of Figures  Figure 1: Street view of project site. ............................................................................................................. 6 Figure 2: South catchment storm main network. ......................................................................................... 9 Figure 3: Hydrograph at project site during 1 in 100-year storm event. .................................................... 10 Figure 4: Assumed soil stratigraphy at project site. ................................................................................... 12 Figure 5: Exemplary profile view of gravel reinforcement around a concrete slab. .................................. 12 Figure 6: Plan view of storm sewer connections to existing main. ............................................................ 15 Figure 7: Layout of cascading ponds and channels. .................................................................................... 17 Figure 8: Isometric view of stormwater detention system......................................................................... 20 Figure 9: Cross section of oil and grit chamber. ......................................................................................... 21 Figure 10: Steel detention tanks, PVC outlet pipes connecting into reinforced concrete pipe. ................ 22 Figure 11: Plan view of downstream connection to existing system. ........................................................ 24 Figure 12: Overview of parking lot location on project site. ...................................................................... 25 Figure 13: Plan view of parking lot.............................................................................................................. 26 Figure 14: Overview of permanent access road. ........................................................................................ 27 Figure 15: SLOPE/W stability analysis result for bulk excavation slope. .................................................... 29 Figure 16: SLOPE/W stability analysis result for pipe trench excavation. .................................................. 30 Figure 17: Traffic flow during construction phase 1. .................................................................................. 31 Figure 18: Traffic flow during construction phases 2 and 3. ....................................................................... 31 Figure 19: Gantt chart for critical path of construction schedule. ............................................................. 33 List of Tables  Table 1: Distribution of project scope assignments for each design team member. ... Error! Bookmark not defined. Table 2: Summary of software packages used in this project. ..................................................................... 8 Table 3: Summary of estimated costs. ........................................................................................................ 32 Table 4: Summary of maintenance plan for the facility. ............................................................................. 34      5 1.0 Introduction 1.1 Project Description Due to a severe flood risk at the intersection of SW Marine Drive and Wesbrook Mall, it is necessary to develop a stormwater detention system capable of mitigating the potential damage of a large storm. This system must not only be capable of withstanding the inflow generated by a 1 in 100-year storm event, but also controlling the subsequent outflow while separating debris.  The existing stormwater network is not only too small to handle the 100-year event, it also does not make any effort to control outflow volumes onto the cliffs to the south of the site. This uncontrolled outflow causes severe erosion to the natural landscape of the surrounding beaches and to property outside the ownership of the client. The new system must limit outflow volumes to 1.2 cubic meters per second to prevent further cliff erosion due to storms.  In addition to its physical requirements, the project must incorporate progressive practices of sustainable development in accordance with the University of British Columbia’s (UBC) Sustainability Guidelines. This includes active stakeholder engagement, multipurpose functionality, and incorporating low-impact development into design.  1.2 Site Description  Located northwest of the intersection of SW Marine Drive and Wesbrook Mall, the project site is densely forested as seen in Figure 1. A pullout-lane connected to the northwest-bound direction of SW Marine Drive provides access to a walking trail directly adjacent to the site. This location is a natural confluence point for stormwater flow from Wesbrook and SW Marine Drive.   6  Figure 1: Street view of project site. The project site area is approximately 6000 square meters (96 m by 62.8 m), with an additional 600 square meters (42.5 m by 14 m) of parking space to be developed.     7 2.0 Design Criteria 2.1 Design Life  The storage facility is designed to manage stormwater from a 1 in 100-year storm event, which includes ensuring adequate storage to prevent flooding at the project intersection, minimizing runoff discharge to prevent erosion over the south facing cliffs, and improving stormwater runoff quality. The UBC Technical Guidelines only specify the storm service system to be designed to convey the peak 1 in 10-year storm flows (The University of British Columbia, 2018). However, given the persistent flooding at the Wesbrook Mall and SW Marine Drive intersection and increasing storm flows due to climate change, the UBC Integrated Stormwater Management Plan (ISMP) outlines a 1 in 100-year return period design requirement of approximately 3200 cubic meters. With a capacity this large, careful consideration must be given to account for maintenance or damage caused by a natural disaster such as an earthquake. As such, the facility must be designed with these parameters in mind. The structure of the system must be analyzed under both full and empty conditions for any assumed loads, as water volumes may aid or detract from the integrity of the structure for any given situation. The cleanliness of the system during service-life impacts the intended design functions such as outflow and water quality maintenance. The grit and oil chamber have been designed for easy cleaning access to avoid clogging. The construction materials were selected to require little maintenance, such as pre-fabricated metal piping which do not require welds. With all this considered, the design life of the system can be maintained for approximately 100 years.  2.2 Software Packages  The software packages used for engineering design and analysis are summarized in Table 1.  8 Table 1: Summary of software packages used in this project. SOFTWARE PACKAGE PURPOSE AND USE IN THIS PROJECT Autodesk AutoCAD Technical 2D drafting US EPA SWMM Stormwater flow modelling GeoStudio SLOPE/W Slope stability analysis Trimble SketchUp Conceptual 3D modelling  2.3 Bylaws & Regulations  The technical requirements for the preliminary storage tank design are governed by federal and provincial laws and regulations, in addition to UBC’s own technical policies. UBC has developed a set of technical guidelines for the design, construction, or renovation of any University-owned property and buildings. These guidelines are in accordance with the following federal and provincial legislation: • 2014 Vancouver Building Bylaw (VBBL) • CSA A23.3-14: Design of Concrete Structures • Wood Design Manual, 2015 • Fisheries Act, 2018 (Federal) • Canadian Environmental Protection Act, 1999 (Federal) • Water Sustainability Act, 2016 (Provincial)  • Environmental Management Act, 2018 (Provincial) • City of Vancouver Parking Design By-Laws The UBC Board of Governors has also developed relevant standards that must apply to the UBC Technical Guidelines. These standards include: • B.C. Master Municipal Construction Documents • GVRD Sewer Use Bylaw No. 299  9 • UBC Environmental Protection Policy #6 • UBC Sustainability Development Policy #5  • The UBC Integrated Storm-Water Management Plan (ISMP), 2017  • Noise Control Bylaw 6555 The technical requirements for the proposed storage facility at UBC Centre for Comparative Medicine (CCM) are predominantly outlined by the UBC Technical Guidelines. These requirements are discussed in further detail in the following sections. 2.4 Hydrotechnical Design Load The current storm main network of the South Catchment is presented in Error! Reference source not found. below:  Figure 2: South catchment storm main network.  10Smaller branching storm mains in the South Catchment varying from 150 mm to 650 mm in diameter connect into an arterial storm main that runs along Wesbrook Mall. The storm main along Wesbrook Mall is composed of 1050 mm concrete pipe segments which expands to 1200 mm concrete pipe at the location of the project site before joining a 1950 mm concrete storm main along Southwest Marine Drive. The Wesbrook Mall and SW Marine Drive intersection currently experiences significant flooding during large rainfall events, as stormwater flowing through the sewer system at this point has accumulated over the entire catchment. Thus, the required hydraulic capacity for the detention system is modelled based on a critical storm duration equivalent to the time it takes for the most distant part of the south catchment to contribute to the catchment outflow. The critical path that the most distant water parcel will take during a storm event is highlighted in Error! Reference source not found.. Hydrotechnical design parameters from the UBC ISMP and UBC Technical Guidelines (Section 33 49 00) specify for stormwater sewers: minimum velocities of 0.6 m/s, maximum velocities of 3.0 m/s, and maximum discharge rate of 1.2 m3/s for any storm water detention facility. Based on these criteria, the storage design load volume was determined by analyzing the 24-hour hydrograph at the project site against the allowable discharge rate, presented in Figure 3 below:  Figure 3: Hydrograph at project site during 1 in 100-year storm event.  11From approximately 8:15:00 am to 9:15:00 am, inflow rates significantly exceed the designated maximum outflow rate. The area between the inflow and outflow hydrographs represents the excess volume of stormwater that accumulates during a 24 hour 100-year return period storm event, and was calculated by the following mass-balance equation:                                               = ∑ 	 − 	 ∗ Δ       (Eqn. 2-1) where 	 represents the maximum discharge rate for the stormwater tank and 	 represents the incoming flowrate at each “nth” timestep. Sample calculations can be found in Appendix A. The required storage volume was calculated to be 3200 m3. 2.5 Geotechnical Requirements In lieu of complete geotechnical data for the project site, a soil stratigraphy model was created using an interpolation from nearby borehole soil data. The stratigraphy model is shown in Figure 4 below. Several estimates and assumptions were made regarding the relevant material properties of each soil type. All assumptions are informed by regional precedent or analysis of soils with similar geological origins. An adequate field investigation and lab testing regime must be completed to confirm material properties before any action is made based on these assumptions.  12 Figure 4: Assumed soil stratigraphy at project site. All earthworks will take place within the top 7 m of soil, which is expected to be a glacial lodgement till. Glacial tills generally have high density and strength in-situ and have been deemed suitable for load-bearing across the site. However, tills are prone to liquefaction when saturated, and segregation when transported by construction processes. Measures will be taken to prevent new pathways for water infiltration into the till and gravel will be placed as reinforcement around sensitive project elements such as concrete slabs, as shown in Figure 5 below.  Figure 5: Exemplary profile view of gravel reinforcement around a concrete slab. Underlying the till is a stratum of sand ranging from 1 m to 3 m in thickness, followed by a stratum of silt ranging from 4 m to 9 m in thickness. The sand is expected to have high hydraulic conductivity, allowing any water infiltrating this layer to be quickly conducted away from its source. The silt will act as an  13aquitard, eliminating the practical influence of deeper soil strata. The water table is expected to be about 22.4 m below the sand layer, so liquefaction during an earthquake is unlikely to be a concern. 2.6 Structural Requirements & Inputs All structural components of this project have been designed in accordance with the 2014 Vancouver Building Bylaw, the 2015 Wood Design Manual, and the 2014 CSA Standard for the Design of Concrete Structures (CSA A23.3-14).  Prior to the design process, loading conditions needed to be established. When calculating factored loads, a dead load factor of 1.25 and a live load factor of 1.5 were used. Dead loads were calculated using unit weights of the various construction materials, while live loads were obtained from the 2014 Vancouver Building Bylaw. For outdoor assembly areas, an unfactored live load of 5 kPa was used. 2.7 Environmental Requirements In accordance with Section 33 49 00 of the UBC Technical Guidelines, stormwater management designs are encouraged to incorporate biofiltration methods to improve water quality treatment (The University of British Columbia). Additionally, UBC has developed the UBC Storm Water Pollution Prevention Guidelines which state that “depositing or permitting the deposit of any substance which is likely to be rendered deleterious to aquatic habitat (e.g. fish, organisms, plants, etc.) is prohibited.” Although there are regulations under the Fisheries Act and the BC Hazardous Waste Regulation that place limits on pollutants being discharged into storm sewer systems, it is optimal to place additional filtration methods in the detention tank to add a factor of safety to stormwater discharge. This additional filtration falls in line with the UBC ISMP that promotes the inclusion of oil and grit separators to minimize the amount of particulate matter, which could have adverse effects on the surrounding vegetation and habitat being discharged into the ocean.   14There are numerous measures in place to mitigate environmental impact that must be applied during and after the construction phase. The relevant construction phase activities that will impact existing environment are summarized in the following list:  • Site clearing and shrub removal  • Construction and modification of access roads  • Delivery of heavy equipment  • Construction of permanent and temporary structures  • Construction of parking lot  As a result, considerable emphasis is placed on reducing any negative impacts of the proposed design through adopting an avoidance-first strategy and using low-impact development (LID) strategies during the design process. Most importantly, to avoid impacts to any mature vegetation, efforts will be made to adjust the future layout of the mini golf holes around old growth trees within the site. Moreover, the design will incorporate the use of nest boxes around the facility to ease the effects of avian habitat loss due to any tree removals. Regarding the mitigation measures taken during the construction activities, certain measures such as the installation of sediment control systems during construction and the provision of a third-party environmental monitor will be used to minimize any construction impacts. 3.0 Design Components 3.1 System Overview The final design includes an 18-hole miniature golf course along with a stormwater management facility designed to withstand stormwater volumes in a 1 in 100-year rainfall event. The system consists of a  15bypass line, surface detention ponds, an underground stormwater detention tank system, an outlet connection, a mini-golf facility, and a parking lot. Each component of the system will be described in the following sections.  3.2 Bypass Line  To maintain a gravity-fed system while accounting for the design depth of the detention facility, a 135 m long, 1050 mm Class IV reinforced concrete bypass line will be installed at an invert elevation of 54.89 m in the existing stormwater main. The bypass main will run at the minimum 0.1% grade specified in Section 33 of the UBC Technical Guidelines until it connects to the first cascading pond at an invert elevation of 54.73 m. The bypass line will connect into the existing storm sewer 5.5 m from the southeast corner of the Centre for Comparative Medicine at a new junction labelled S6D-S26B. These details are outlined in Figure 6 below.   Figure 6: Plan view of storm sewer connections to existing main. The new line will tie into the existing 1050 mm storm sewer through a reinforced concrete manhole with an inner diameter of 2400 mm. The manhole will be pre-benched, with the invert elevation of the  16bypass outlet located 0.15 m below the existing outlet invert to ensure stormflows are directed to the detention tank system. The manhole will be 4.1 m deep and installed with an extended base to prevent against floatation in the event of complete soil saturation.  Ten meters past the manhole connection, the 1050 mm bypass line will be bent 90 degrees using a reinforced concrete double-mitre bend. The bypass line will then run straight for 120 m before being bent into the first cascading pond.  All concrete pipe and the new manhole structure will be installed as per MMCD standards, which can be found in Appendix C. Manufacturer’s drawings of the 1050 mm class IV concrete pipe, 2400 mm concrete manhole pieces, and 1050 mm double mitre-bend can be found in Appendix C. A completed manhole take-off sheet for S6D-S26B detailing invert elevations, outlet angles, and connecting pipe is presented in Appendix C. Manhole and concrete sewer specifications are detailed in Section 4.1. Drawing 11-009-A in Appendix C shows the plan view and location of manholes for the new connections to the storm sewer. 3.3 Cascading Pond Conveyance System Through a system of cascading ponds and channels, stormwater is collected and conveyed to the underground detention tanks. The cascading ponds and channels serve to collect runoff and hold stormwater through a bypass connection to the existing storm drain network. This system of cascading ponds and channels plays a significant role in improving the water quality as the stormwater percolates through biologically filtering plants while maintaining a controlled flow rate into the tank. Furthermore, this design provides an aesthetically pleasing center piece for the mini golf facility, enhancing the multipurpose aspect of the design. The network of cascading ponds and channels consists of three large ponds connected by two channels, following the layout shown in Figure 7 below.  17 Figure 7: Layout of cascading ponds and channels. In order to store the required amount of water, each pond is designed to hold 187 m3 of water with outer dimensions of 12.3 m x 12.3 m and a depth of 1.7 m. The two channels each consist of five smaller ponds with outer dimensions of 6.3 m x 3.3 m and a depth of 1.4 m, designed to hold 180 m3 of water. In total, the system provides a storage capacity of 922 m3. Please refer to Appendix C for a detailed drawing of the pools and channels.  The system utilizes a multilayer filtering and growing system for the aquatic plants. At the base of the ponds and channels, a growing medium will be placed over an HDPE geomembrane and a drainage layer. Stone ballast is used to dissipate the flow momentum and aquatic plants are used for erosion control. The plants utilized in the design are Water Sedge (Carex Aquatilis) and Hardstem Bullrush (Scirpus Acutus). These native plants to western North America are known for their erosion control  18qualities due to their prolific root systems and are often used for soil stabilization (United States Department of Agriculture). Additionally, Corten steel weirs will be placed at the end of each pond to deliver the water to the lower pond and to create the desired cascading effect by utilizing a drop of 15 cm between each pond. This design is inspired by the stormwater terraces on University Boulevard, which utilizes similar ponds on a smaller scale to convey stormwater to an underground cistern (Phillips Farevaag Smallenberg).  The structural and geotechnical aspects of the cascading ponds and channels are summarized in the following list:  • An impermeable HDPE geotextile is placed on top of the till layer to avoid saturation. • A 300 mm thick compacted layer of 25 mm gravel will be placed over the geotextile. • The shoring slope utilized will be 2H:1V.  • The side backfill will consist of permeable gravel stretching half a meter around all the structures.  • The load combinations specified by the Vancouver Building Bylaw were used to estimate the design of the structural elements.  • The maximum total bearing pressure on the soil will occur at the large ponds and it is estimated to be approximately 30 kPa.  • Krystol Internal Membrane admixture will be applied to the surface of the ponds and channels for waterproofing and to protect the reinforcing steel from corrosion.  • The details of the structural design of the ponds and channel including rebar placement can be found in Appendix C.    193.4  Stormwater Detention System After stormwater has been collected and conveyed down the cascading ponds, it enters the underground stormwater detention system. Refer to Appendix C for plan and section views of the system. The system is comprised of three parts: the oil and grit chambers, the diversion channel, and the five stormwater detention tanks.  The roof slab of the stormwater detention system will be located 1.3 meters below ground. The reinforced concrete roof slab is 40 cm deep and utilizes 30M longitudinal reinforcement, 15M stirrups, and 10M temperature and shrinkage reinforcement. The roof is supported by a combination of reinforced concrete strip footings and columns. Further description of columns supporting the roof slab can be found in Section 3.4.2. The strip footings are connected to the roof slab via a cold joint, and they also serve as the walls of the diversion channel and the oil and grit chambers. All concrete specified is normal density, has a maximum aggregate size of 20 mm, and a 28-day compressive strength (f’C) of 25 MPa. All steel specified has a tensile strength of 400 MPa. Figure 8 below shows an isometric view of the entire stormwater detention system.  20 Figure 8: Isometric view of stormwater detention system. 3.4.1 Oil and Grit Chamber The first component of the stormwater detention system is the oil and grit chamber. This component consists of two 48 cubic meter holding cells that separate oils and grits from the stormwater. Each holding cell has a plan area of 4 m x 4 m, and is 4 m deep. The walls of these cells are strip footings, and the floor is a 400 mm deep concrete slab reinforced with 25M longitudinal reinforcement and 10M temperature and shrinkage reinforcement. Reinforced concrete was chosen as a floor surface in order to prevent contamination of the surrounding environment. An outlet valve connected to the main storage area is located 0.5 m above the bottom of the chamber, leaving 3.5 m above. As the chamber fills, oil sits on top of the fluid until it has reached the top. At this point, the pressure of fluid above the outlet intake will push the bottom fluid (water) up and into the main storage tank, leaving only oil in the chamber. The grit chamber is designed to allow particulates to settle at the bottom of the cell. Every 6 months, this oil and grit chamber can be easily cleared of  21sediment and oil by using a vacuum truck through an access point located directly above. A cross-sectional view of the oil and grit chamber is presented in Figure 9 below.   Figure 9: Cross section of oil and grit chamber. 3.4.2 Diversion Channel After stormwater has passed through the oil and grit chambers, it enters the diversion channel. Its purpose is to divert stormwater into the five stormwater detention tanks. The diversion channel is 41.6 m long, 4 m wide, and 4 m tall. At 8 m intervals along the length of the channel, there are 300 mm square reinforced concrete columns which provide partial support for the roof slab. These columns are reinforced with 4-20M longitudinal rebar and 10M ties which are spaced at 350 mm. Sample calculations for the design of these columns can be found in Appendix A. The floor of the diversion channel will be constructed using permeable earth-fill, a less costly alternative to reinforced concrete. Designing the system with a permeable floor allows for stormwater to recharge the groundwater of the surrounding environment. Allowing seepage through the floor of the detention system also reduces the amount of stormwater being released as effluent which contributes to one of the projects overarching goals of limiting outflow from the UBC campus to less than 1.2 m3/s.  223.4.3 Stormwater Detention Tanks The final component of the stormwater detention system is the group of five stormwater detention tanks. Each tank is a 20 m long, 8 m diameter corrugated steel half pipe. These tanks bear the geotechnical loads directly above them by being in direct contact with earth fill. The apex of each tank is 1.3 m below the ground surface. Each tank is supported at its legs by a 500 mm x 500 mm concrete strip footing that extends along the full 20 m length. The floor of these tanks is identical to that of the diversion channel, encouraging permeation of stormwater into the surrounding environment. A 3D rendering of the steel detention tanks can be seen in Figure 10 below.  Figure 10: Steel detention tanks, PVC outlet pipes connecting into reinforced concrete pipe. At the end of each detention tank, stormwater is discharged from the system through a 200 mm inner diameter PVC pipe that acts as an orifice located 0.5m below each tank’s full height. Drawings 11-001 and 11-008 in Appendix C detail this configuration. The PVC outlets were sized based on the maximum discharge requirement of 1.2 m3/s outlined in the UBC Technical Guidelines. The final design exit flow is  230.2 m3/s for each tank, totaling 1.05 m3/s for the facility. All exit flow rates were calculated using a simplified result of Bernoulli’s equation below. Sample calculation can be found in Appendix A:                                                                             = 2ℎ                  (Eq. 3-2)  = !"#$%& #!''%$%!(  = #()*$%#( #!''%$%!(  The 200mm PVC outlet pipes will exit the tanks at an invert elevation of 51.85 m and will then connect into a 750 mm Class IV reinforced concrete pipe at a grade of 1%. Each connection will be 500 mm in length and connect into the concrete pipe at the pipe mid-section – 375 mm above the pipe invert. Each PVC connection will be installed and bedded in accordance with the specifications outlined in Section 4.1. Drawing 11-008 in Appendix C outlines the connection details.  3.5 Downstream Connection The 750 mm inner diameter concrete pipe will run from the final chamber of the stormwater detention tank at an invert elevation of 51.46 m, where it will then run for 54 m at a grade of 0.5% before connecting to the existing junction T6D-S25 at an invert elevation of 51.25 m, as shown in Figure 11 below.  24 Figure 11: Plan view of downstream connection to existing system. The outlet pipe will connect into the existing storm sewer main through a 2400 mm inner diameter reinforced concrete manhole that 2.23 m deep. Drawings 11-008-A and 11-009-A in Appendix C provide a layout of the new connection system. 3.5 Operations Hut A 64 m2 timber operations hut will be used to support daily operations at the miniature golf course. The hut has a square plan area of 8 m x 8 m, and a height that slopes from 6 m to 4 m. The hut will serve as storage for golf clubs and other equipment, and it will be occupied by one or two workers who are collecting green fees.  The hut was designed to withstand dead, wind, and snow loads. The hut will be framed using 2x4’’ cedar lumber, spaced 16’’ on center. The hut will be supported using 8 square concrete pads which bear on a geotechnical foundation of gravel on top of native topsoil. The roof will be constructed using a 2-ply membrane system. The two plies consist of a cap sheet and a base sheet, and are made of Styrene Butadiene Styrene (SBS) modified bitumen. Metal flashing on the roof edges will utilize standing seam joints due to their reliability.  253.6 Mobility Improvements In order to manage the induced traffic demand of the mini-putt facility, a new parking lot, pedestrian walkway, and a site access ramp will be constructed. All mobility structures have been designed as per the City of Vancouver Parking and Loading Design Supplement (2002). Figure 12 shows where the new infrastructure will be located relative to site.  Figure 12: Overview of parking lot location on project site. 3.6.1 Parking Lot  The number of stalls in the parking lot design was determined using guidelines outlined in the City of Vancouver’s “Transportation Demand Management for Developments in Vancouver” bulletin (2018). This development plan targeted to have walking, cycling, and public transit make up at least 50% of trips within the city by the year 2020. A limited amount of vehicle parking will be supplied to encourage transit and other modes of transportation. The parking lot will contain seven regular parking stalls and three handicap accessible stalls, as required by City of Vancouver Parking Accessibility By-laws. A plan  26view of the parking lot can be seen in Figure 13 below. The parking lot road and non-handicap stalls will be gravel-top to minimize the introduction of impermeable surfaces to the site.  Figure 13: Plan view of parking lot. 3.6.2 Vehicle and Pedestrian Accessibility  In order to use the existing pull-out lane as an access road, improvements must be made to ensure vehicles and pedestrians can safely travel through the access ramp. For instance, the speed limit at the adjacent section of the SW Marine Drive is 80 km/hr and speed must be reduced to 30 km/hr within the 100 m approach. Speed calming structures will be constructed on the pull-out lane to ensure drivers will slow down in the access road. A sidewalk will be developed to allow pedestrians to cross the access road without the risk of vehicle encroaching on their walking area.  The addition of the parking lot accessed by the pull-out lane introduced a pedestrian-vehicle crossing. The access ramp crossing will include pedestrian-cross road signs and speed calming structures 5 m and 10 m before the access ramp to ensure vehicle speeds are regulated. Figure 14 below outlines the plan layout of the access road and speed-calming structures.    27 Figure 14: Overview of permanent access road. 4.0 Construction Plan 4.1 Specifications & Standards 4.1.1 Corrugated Steel Detention Tanks For each of the 5 stormwater detention tanks, CP-A-42 constructed by Canada Culvert will be used. These pipes are manufactured with a diameter of 8 m, and as semi-circles. Each pipe should be coated with a Thermoplastic Copolymer to ensure durability when in direct contact with soil and water. More information on this product, including specific dimensions and material strengths can be found in Appendix B. 4.1.2 Manholes and Connections All manholes and connections shall be designed in accordance with MMCD S1 and S2. Manholes will have a minimum 2400 mm inside diameter to account for 90-degree outlets and two or more  28connections consisting of 1050 mm concrete pipe. Manhole bases will be 200mm thick with a square extension to account for floatation in the event of full soil saturation. Additionally, manhole bases will be benched to the crown of the highest pipe.  3 x 8T lift pins will be placed equidistant on the manhole base and slab tops to ensure structural integrity during installation. Galvanized ladder rungs shall be placed every 305mm along the manhole depth and will be cast into the manhole riser pieces. 2400 mm manholes will have a minimum lid thickness of 254 mm.  Connections to manholes will be a maximum of 500 mm in length. Concrete pipe connections shall utilize Tylox SuperSeal gaskets made of isoprene that meet ASTM C361, C425, and C443 standards. PVC connections shall utilize a rubber sleeve and stainless-steel band to tie PVC into concrete. Contractor shall contact the concrete pipe manufacturer to confirm PVC-concrete connection.   4.1.3 Concrete Sewer Pipe  All concrete pipe shall be Class IV reinforced concrete, Type GU cement, and be manufactured in 2.5 m length pieces in accordance with ASTM C76 standard. All 750 mm and 1050 mm will have extended bells, to be installed bell-to-spigot downstream. Each concrete pipe piece will have 2 x 4T lift pins for installation purposes.  All concrete pipe connections shall utilize Tylox SuperSeal gaskets made of isoprene that meet ASTM C361, C425, and C443 and create a watertight seal between adjacent pipe pieces.   4.2 Project Phasing In order to expedite the permit approval process for the stormwater detention facility, the construction work for this project will be split up into three phases: 1. Stormwater detention centre construction  292. Mini-golf facility installation and mobility improvements 3. Stormwater system connection construction The construction work was divided into these phases because each phase involves an increasing amount of reconstruction of existing infrastructure.  4.3 Excavation Plan The entire project site will be graded prior to excavation to control the excavation depths and minimize concerns regarding sloping ground levels. This project will include large bulk excavations up to 7 m in depth and 50 m in length. Several excavation stability support methods were researched but sloping alone was determined to be the most appropriate for the project’s scale and budget. Sloping parameters for the bulk excavations are based on the WorkSafeBC Occupational Health & Safety Handbook. Several slopes were analyzed for stability using GeoStudio SLOPE/W. One result from stability analysis of the bulk excavation slope is shown in Figure 15.  Figure 15: SLOPE/W stability analysis result for bulk excavation slope. Further excavation will be required for the pipes facilitating external connection to the existing storm sewer system. Proper support of the pipe trench is also based on the WorkSafeBC Occupational Health & Safety Handbook. A vertical section of the pipe trench will be supported by a steel trench box,  30allowing for a 4:3 slope from the top of the vertical section to the ground surface. The stability of this slope was also analyzed in SLOPE/W, and the result is shown in Figure 16.  Figure 16: SLOPE/W stability analysis result for pipe trench excavation. Backfill of the pipe trenches is specially designed to support the pipe over its entire length, based on the installation handbook from the American Concrete Pipe Association. Clean bedding sand will be placed with thickness of 300 mm below, above, and on the sides of the pipe. Above this, native material will be placed as backfill.  4.4 Traffic Management Plan Traffic disruption from construction processes will be minimal during Phase 1 construction. During Phases 2 and 3, there will be no access to traffic moving South along Wesbrook Mall. Access to SW Marine Drive from UBC is possible through 16th Ave. The only public bus that will have to be rerouted will be the 041 Joyce Stn. The bus will follow the same route as all the other buses that travel along SW Marine Drive. Traffic flows during different phases of construction are shown in the following figures.  31 Figure 17: Traffic flow during construction phase 1.  Figure 18: Traffic flow during construction phases 2 and 3.  32 5.0 Cost Breakdown Construction costs were determined using the average unit rates report from the Alberta Infrastructure & Transportation Department. Table 2: Summary of estimated costs. Table 2 provides a high-level summary of the cost of implementation of the project as well as projected maintenance and operations costs. This cost breakdown includes site permitting, project management cost (based on a 5% lump sum contract), and construction cost (materials and labour inclusive).  Table 2: Summary of estimated costs. COST ESTIMATE SUMMARY       DESCRIPTION  TOTAL      Permitting1  $12,385.00      Project Management2  $103,400.40      Construction Costs3  $1,552,318.90      UP-FRONT COST  $1,668,103.30      Maintenance and Operations Cost  $5,940.00      ANNUAL COST $8,940.00 1Derived from City of Vancouver Building Permit Costs  2Professional Engineering Costs Derived from the ACEC BC Fee guidelines 3Construction labour and material costs calculated using Unite Price Averages Report from the Alberta Infrastructure & Transportation. 3Unit rates and materials costs cross checked with separate source as indicated in report  For a more detailed cost breakdown of construction costs with unit rates, please refer to Appendix D.    336.0 Schedule Due to the complexity of the project, coordinated construction phasing will be undertaken to guarantee the smooth operation of all the work activities. The schedule assumes a start date of May 1st, 2019. However, construction cannot begin without the distribution of public notices and holding project open-houses. Moreover, the project must undergo permitting, tendering, and final design approvals before construction can commence in May. Therefore, the chart in Figure 19 below outlines the critical path schedule for the work activities and their respective durations with a start date of March 1st, 2019.  Figure 19: Gantt chart for critical path of construction schedule. Based on this plan, one specialized crew will be working concurrently on the detention tank, ponds and channels, given the similarities in their construction methods and the large excavation area required. Upon completion of the last pond, the crews will proceed to work on the miniature golf facility, as well as the parking lot. Lastly, the system connections will be made to the existing infrastructure and any deficiencies will be addressed prior to commissioning. A detailed construction schedule can be found in Appendix E which outlines the durations of specific work activities on a Gantt chart.    Procurement and Preconstruction DesignSite Clearing, Initial Grading and Preliminary excavationUnderground Stormwater Detention FacilityPHASE 1Surface ponds and connecting channelsInstallation of Mini-Putt Facilities PHASE 2 Parking lot and road improvementsConnection to existing stormwater systemPHASE 3  MARCH APRIL MAY JUNE JULY AUGUST SEPTEMBER OCTOBER NOVEMBERPRECONEARTHWORKSWATER DETENTION FACILITYMINI PUTT STORMWATER SYSTEMPARKING LOT AND SITE ACCESSCONSTRUCTION START MAY 1, 2019CONSTRUCTION END NOVEMBER 15, 2019 346.1 Service-Life Maintenance Plan  The maintenance plan for the stormwater detention facility is shown in Table 3 below. Table 3: Summary of maintenance plan for the facility. LANDSCAPING AND MINI-PUTT FACILITIES Bi-weekly landscaping work and mini-golf greens maintenance  Natural pest control methods will be used to repel unwanted plants and animals  In seasons of low precipitation, surface ponds wil l  act as dry ponds to reduce need for maintenance STORMWATER DETENTION FACILITIES  Bi-annual cleaning of oil/grit chamber using vacuum truck  Annual inspection of oi l/grit chamber by certified professionals     357.0 Conclusion   The final design presented in this report is the design team’s response to the stormwater problems occurring on UBC’s south campus. The design diverts stormwater from UBC’s existing storm sewer network into the designed stormwater management system, then filters and discharges it at a controlled rate. The diversion and collection of stormwater is designed to prevent flooding at the intersection of Southwest Marine Drive and Wesbrook Mall, and its controlled discharge is expected to reduce erosion on the environmentally sensitive cliffs of Wreck Beach. The engineering benefits of this project are also complimented by the societal and cultural benefits of an 18-hole miniature golf course that can serve the UBC Vancouver campus for decades. The design team believes that the developed solution meets the project’s overarching objectives in an efficient, aesthetically pleasing, and multifunctional way.  Should the client have any questions regarding the contents of this report or next steps such as the tendering process, please contact Haley Oosterman at haley.oosterman@gmail.com             36                 Appendix A: Sample Calculations             371. Excess volume at project node +)#, -.// #010, 1!*3 '"#45 4!)! !61!)%!($!7 70)%( %,!5!15 ')#, 8: 15 *. , # 9: 15 *. ,.  ( !6*,1"! $*"$0"*%#( '#) !6$!55 >#"0,! ')#, #(! %,! 5!1: #"0,! %(# (#7! = 	%( ∗ ∆ = 3 ,A5 ∗ (15 ∗ 60)5 = 2701.51 ,A  #"0,! #0 #' (#7! = 	#0 ∗ ∆ = 1.05 ,A5 ∗ (15 ∗ 60)5 = 945 ,A H6$!55 #"0,! = %( − #0 = 2701.51 ,A −  945 ,A = 1756.51 ,A  Iℎ! 50,,*)& #' !6$!55 >#"0,! !(!)*!7 J!4!!( 8: 15*. , # 9: 15*. ,: Time Step (a.m) 	  (,A) KLM (,A) 8:15:00 1192.63 1073.37 945 8:30:00 3001.68 2701.51 945 8:45:00 2039.62 1835.66 945 9:00:00 1418.50 1276.65 945 9:15:00 1131.30 1018.17 945 N  7905.36 4725 H6$!55 #"0,! (,A) 3180.36  2. Roof slab of oil and grit chambers (Designed using CSA A23.3-14) • Slab is 47.4m long by 4m wide. These dimensions provide a length to width ratio which is greater than 2, so the slab can be designed using one-way slab principles. • Supports are positioned such that maximum clear span is 8m • Soil unit weight = O = 20kN/m3 • Concrete unit weight =O=23kN/m3 • Slab is located 2m below ground surface ∴ depth of soil bearing on structure = d = 2m. • Live Load from area above slab is 4.8kPa • Minimum clear cover of 75mm for slabs cast against and permanently exposed to earth. • Maximum aggregate size=*= 20mm  /%(%,0, ℎ%$3(!55 #' ℎ! 5"*J = ℎ =  "20 =  8000,,20 = 400 ,,  Where: "= Slab clear span  Factored Loads R!*7 S#*7 ')#, 5#%" =  O ∗ 7 ∗ J = 203T ,A⁄ ∗ 1, ∗ 1, = 203T/,  Where: J = Width of slab section considered  38R!*7 S#*7 ')#, 5"*J 5!"' 4!%ℎ =   O ∗ J ∗ ℎ = 233T,A ∗ 1, ∗ .4, = 9.2 3T/, ∴ R!*7 S#*7 = RS = 203T ,⁄ + 9.23T ,⁄ = 29.23T/, S%>! S#*7 1!) ,!!) "!(ℎ #' 5"*J = SS = 4.83X* ∗ 1, = 4.83T/, I#*" '*$#)!7 "#*7 #( 5"*J = 1.25RS + 1.5SS = (1.5 ∗ 29.2) + (1.25 ∗ 4.8) ≈ 49.8 3T ,⁄ = Z /*6%,0, +*$#)!7 /#,!( = /[ = ZS\8  ('#) 5%,1"& 5011#)!7) S = "!(ℎ #' #(! 4*& 5"*J = 8, ∴ /[ = (49.8)(8\)8 ≈  398.4 3T ∙ , /*6%,0, +*$#)!7 -ℎ!*) = [ = ZS2 = 49.8 ∗ 82 ≈ 199.23T  Flexural Rebar Arrangement ^5! 400,, 7!!1 5"*J 4%ℎ 1 "*&!) #' 30/ 5!!" )!%('#)$!,!( *(7 15/ 5%))015 5#,  !''!$%>! 7!1ℎ = 7 = 295,, *"$0"*! 5!!" )!%('#)$!,!( *)!* 05%( 7%)!$ *11)#*$ℎ: )!* #' -!!" _!Z0%)!7 =   =  `a'bJa'c d7 − e7\ − 2/`a'bJf=  . 8 ∗ .65 ∗ 25 ∗ 1000. 85 ∗ 400 d295 − e295\ − 2 ∗ 398.94 ∗ 10g. 8 ∗ .65 ∗ 25 ∗ 1000f = 5155.83,,\ -1*$%( ($!()! # $!()!) = h ∗ 1000 = 130,, < 5j    kl "5# X*55!5 /%(%,0, _!%('#)$!,!(, -)!(ℎ, *(7 )*$3%( #()#" )!Z0%)!,!(5  Temperature and Shrinkage Reinforcement Use 10M reinforcement for temperature and shrinkage j = .002 = .002 ∗ 1000,, ∗ 400,, = 800,,\ -1*$%( ($!()! # $!()!) =  h ∗ 1000 ≈ 125,, < 5j  kl    39Shear Reinforcement Check if shear reinforcement is required  = amn'bJo7 Where: 7 = max(. 97, .72ℎ) = max(265.5,288) = 288,, n = 2301000 + 7 = 2301288 = .1786 m = 1 '#) (#),*" 7!(5%& $#($)!!  = .65 ∗ 1 ∗ .1786 ∗ √25 ∗ 1000 ∗ 288 = 167.143T <  = 199.23T so shear reinforcement is required 550,! ,%(%,0, 5ℎ!*) )!%('#)$!,!(, n = 0.18, (!4  = 168.53T  =  −  = 199.2 − 168.53T = 30.73T 5 = a'c7$#t  ^5! 15, 5%))015,  = 2 ∗ 200,,\ = 400,,\ 5 = . 85 ∗ 400,,\ ∗ 400/X* ∗ 288,, ∗ cot (35)30,700T = 1822,, 5j = max(600, .77) = max600, .7(288) = 600,, 5 > 5j , ∴ 15/ 5%))015 * 5 = 600,,  3. Stormwater detention tank reinforced concrete columns (Designed using CSA A23.3-14) • Assume columns and walls of grit chamber act as simple supports • Assume columns support three quarters of end reaction (conservative) • No load eccentricity on columns due to symmetry, e=0 • Unsupported column length of 4m, with both ends pin supported • Clear span of roof slab between column supports is L=8m • 20M longitudinal reinforcement with 10M ties • Square column, 300mmx300mm • 40mm clear cover on ties I#*" '*$#)!7 "#*7 #( 5"*J (')#, 5*,1"! $*"$0"*%#( 2) = Z = 49.83T/, H(7 )!*$%#(5 = [ = ZS2 = y49.83T, z ∗ 8,2 = 199.23T +*$#)!7 *6%*" "#*7 #( !*$ℎ $#"0,( = X[ = 3[4 = 3 ∗ 199.23T4 = 149.43T  40ℎ!$3 5"!(7!)(!55 #' $#"0,(: 3"L) ≤ 25 − 10 |//\}e X['b  Where: 3 = 1 '#) 1%( − 1%( 5011#) "L = 4000,, ) = 0.3ℎ = 0.3 ∗ 350,, = 90,, / = /\ = 0 (4%ℎ%( *$$!1*J"! $#7! "%,%5)   = (300,,)\ = 90000,,\ 'b = 25/X* 3"L) = 1 ∗ 4000,,90,, = 44.44 25 − 10 |//\}e X['b= 25 − 0~ 149,400T25/X* ∗ 90000,,\= 97.02 44.44 < 97.02 5# $#"0,( $*( J! 7!5%(!7 *5 * 5ℎ#) $#"0,( ^5%( X[ = X = 149,400T90000,,\ = 1.66 *(7 / = 0 M = 0.01 ')#, $#"0,( %(!)*$%#( 7%*)*,  = M = 0.01 ∗ 90000,,\ = 900,,\ = 3 − 20/ (05! 4 − 20/ '#) 5&,,!)&) I%! 51*$%(: 5 ≤ min(167h , 487, 300,,) = min(16 ∗ 20, 48 ∗ 10, 300) = 300,, _!Z0%)!7 7!>!"#1,!( "!(ℎ %(# $#"0,( '##%( ($#,1)!55%#() = "h                  "h = .24 ∗ 'c'b ∗ 7h ≤ .044'c7h "h = .24 ∗ 400/X*√25/X* ∗ 20,, = 384,, . 044'c7h = .044 ∗ 400/X* ∗ 20,, = 352,, 384,, > 352,, 5# 05! 352, ()#0(7 # 350,,)      414. Sample calculation for the bottom concrete slab of the ponds in the channels: _*%# #' S!(ℎ # .%7ℎ = gjAj = 2 ∴  5"*J $*( J! 7!5%(!7 *5 #(! 4*&   Factored Loads /%(%,0, ℎ%$3(!55 #' ℎ! 5"*J =  "20 =  6000 ,,20 = 300 ,, R!*7 S#*7 1!) ,!!) "!(ℎ #' 5"*J (RS) = O4 O = $#($)!! 0(% 4!%ℎ = 25.0 3T/,A J = 4%7ℎ #' 5"*J 5!$%#( $#(5%7!)!7 = 1, (#(! 4*& 5"*J)  = ℎ%$3(!55 #' 5"*J = 0.3 , ∴ RS = (25.0 ∗ 1 ∗ 0.3) = 7.5 3T/,  S%>! S#*7 1!) ,!!) "!(ℎ #' 5"*J (SS) = Oo7J Oo = 4*!) 0(% 4!%ℎ = 9.81 3T/,A 7 =  7!1ℎ #' 4*!) *J#>! 5"*J =  1, J = 4%7ℎ #' 5"*J 5!$%#( $#(5%7!)!7 = 1, (#(! 4*& 5"*J) ∴ SS = (9.81 ∗ 1 ∗ 1) = 9.81 3T/, I#*" '*$#)!7 "#*7 #( 5"*J = 1.5RS + 1.25SS = (1.5 ∗ 7.5) + (1.25 ∗ 9.81) = 23.51 3T/, I#*" +*$#)!7 /#,!( = /[ = ZS\8  (*550,! 5%,1"& 5011#)!7) Where:  Z = #*" '*$#)!7 "#*7 #( 5"*J = 23.51 3T/, S = "!(ℎ #' #(! 4*& 5"*J = 6, ∴ /[ = (23.51)(6\)8 =  105 3T ∙ ,   Slab Geometry #($)!! #>!) =  75 ,, '#) * 5)0$0)! 1!),*(!("& !61#5!7 # !*)ℎ H''!$%>! 7!1ℎ =  7 =   −  $#>!) −  7h2  7h =  7%*,!!) #' "#(%07%(*" )!J*) = 15,, (15/) 7 = 300,, −  75,, − 15,,2 =  217.5 ,, ≈  215 ,,  42)!* #' -!!" _!Z0%)!7 =   =  `a'bJa'c dd − e7\ − 2/`a'bJf  = 1.53 ∗ 10‚A ∗ 25/X* ∗ 1000,,(215,, − e(215,,)\ − 3.85 ∗ 105610gT,,25/X* ∗ 1000,, ) = 1592 ,,\  → 2000 ,,\ → 10 − 15/ 5 = 85 ,,   Structural Checks „…† = 0.002 ∗ J ∗ ℎ =  0.002 ∗ 1000,, ∗ 300,, =  600,,\ 5j = 1000,, ∗ h = 1000,, ∗ 200,,\2000,,\ = 100,, Jj = (# #' J*)5) ∗ 7h  +  (# #' J*)5 −  1) ∗ 5 Jj = (10 ∗ 15,,) +  (9 ∗ 85,,) = 915,, 7!1ℎ #' $#,1)!55%#( ‰#(! =  * = a'c`a'bJ * = 0.85 ∗ 400 ∗ 20000.8 ∗ 0.65 ∗ 25 ∗ 1000 = 52.3 ,, / = a'c(7 − *2) = 0.85 ∗ 400 ∗ 2000(215 − 52.32 ) = 128.4 3T ∗ ,    45                 Appendix B: Design Specifications   Engineering ParametersDesign CodesCorPlate structures are engineered using industry recognized design codes for soil-metal buried structures. The analysis and design is completed in accordance with the specificrequirements of Section Seven of the CAN/CSA S6 CanadianHighway Bridge Design Code pertaining to soil-metalstructures.For jurisdictions outside of Canada, or as requested by an owner, other industry accepted design codes are available:• AISI (American Iron and Steel Institute)• AASHTO (American Association of State Highway Transportation Officials)• ASTM (American Society for Testing and Materials)Material and Manufacturing SpecificationsThe material and fabrication of Canada Culvert’s CorPlate structures follows the requirements for structural plate in accordance with the most current version of the CSA Standard G401 – Corrugated Steel Pipe Products.For specific components, the following specifications are usedin accordance with the CSA G401 as previously described:Reference SpecificationsPlates ASTM A761/A761MBolts ASTM A449Nuts ASTM A563Hook Bolts ASTM F1554Galvanizing CAN/CSA-G164-M92Polymer Coating CAN/CSA G401Corrugation Profile: 152 x 51mmWall ThicknessArea TangentLengthTangentAngleMomentof InertiaSectionModulusRadius ofGyrationSpecified DesignT T A TL ! I S rmm mm mm2/mm mm Degrees mm4/mm mm3/mm mm3.0 2.84 3.522 47.876 44.531 1057.25 39.42 17.3264.0 3.89 4.828 46.748 44.899 1457.56 53.30 17.3755.0 4.95 6.149 45.582 45.286 1867.12 66.98 17.4256.0 6.00 7.461 44.396 45.686 2278.31 80.22 17.4757.0 7.00 8.712 43.237 46.083 2675.11 92.56 17.523Dimensions are subject to manufacturing tolerancesSection properties for Corrugated Structural PlateCanada Culvert CorPlate4CoatingsEnvironmentalParameterSuggested LimitsGalvanized SteelSuggested Limits for Thermoplastic Copolymer Coated Steel50 Year EMSL 75 Year EMSL 100 Year EMSLpH Preferred Range 5 - 9 3 to 12 4 to 9 5 to 9Resistivity1 2,000 - 8,000 ohm-cm > 100 ohm-cm > 750 ohm-cm > 1,500 ohm-cmChlorides < 250 ppm NA1 NA 1 NA 1Sulfates < 600 ppm NA 1 NA 1 NA 1Hardness > 80 ppm CaCO3 NA1 NA 1 NA 11Resistivity is relative to total dissolved solids (TDS) and therefore may indicate the presence of chlorides, sulfates, calcium and other ionsEnvironmental Limits for Galvanized Steel and Thermoplatic Copolymer Coated SteelCoatings that stand up to any environmentCanada Culvert offers four finishes that provide a range of performance levels from temporary applications to severe environmental conditions. Black steel can be used for temporary or short-term applications; Z915 is the industry standard galvanized coating; Z1220 is a heavier galvanized coating, or a thermoplastic copolymer.Black SteelBlack steel structures are ideal for temporary work or short-term projects where CorPlate structures will be removed. Since the structures are not coated in zinc, significant savings can be gained in both dollars and, delivery time.Galvanized Z915Z915 galvanized (915 g/m2) is a hot-dip zinc coating that forms a superior barrier over steel. Calcium attracted from naturally hard water can aid in providing additional protection as it develops mineral scale on the pipe surface. As the zinc coating corrodes slowly over time, it galvanically protects the base steel as long as any zinc remains.Galvanized Z1220The Z1220 coating consists of 1220 g/m2 zinc total on both sides. This heavier galvanized coating offers increased abrasion and corrosion resistance by forming an impervious barrier between the steel and the environment. Since it is a heavier coating, the Z1220 will add years of extended protection in environments where standard galvanized coatings can’t be used.Thermoplastic CopolymerThis unique solvent free two coat system gives two layers of protection. The base coat zinc layer provides outstanding corrosion resistance while being completely sealed from the environment by the top coat ethylene acrylic acid copolymer,which ensures superior resistance to impact, corrosion, abrasion and an inorganic acid or alkali (diluted). CorPlate structure with a thermoplastic copolymer coating is a great alternative to concrete because it is significantly lighter and offers a long-term service life from 75 to 100 years in aggressive environments.Estimated Material Service Life(Typical Ranges) 2 0 Years 10 YearsBlack Z915 AND Z1220 Thermoplastic Copolymer50 Years 100 Years2Actual estimated material service life (EMSL) is dependent on local environment conditionsInnovation Flows from Here 5Low Profile ArchHigh Profile ArchStructure # MaxSpan(mm)BottomSpan(mm)Rise(mm)End Area (m2)CP-LPA-1 5920 5820 2080 9.75CP-LPA-2 6120 6050 2290 11.18CP-LPA-3 6550 6500 2360 12.39CP-LPA-4 6780 6730 2410 13.01CP-LPA-5 7010 6930 2440 13.64CP-LPA-6 7240 7160 2490 14.29CP-LPA-7 7470 7390 2540 14.94CP-LPA-8 7670 7620 2570 15.62CP-LPA-9 7900 7850 2620 16.30CP-LPA-10 8310 8150 3280 22.04Structure # MaxSpan(mm)BottomSpan(mm)Rise(mm)End Area (m2)CP-HPA-1 6300 5740 3680 19.85CP-HPA-2 6550 6050 3560 19.93CP-HPA-3 6780 6270 3610 20.85CP-HPA-4 7010 6530 3660 21.78CP-HPA-5 7240 6760 3680 22.71CP-HPA-6 7670 7230 3740 24.61CP-HPA-7 7870 6920 4655 31.56CP-HPA-8 8100 7190 4650 32.78CP-HPA-9 8560 7500 5020 36.92CP-HPA-10 8590 7750 4630 34.09ArchStructure # BottomSpan(mm)Rise(mm)End Area (m2)CP-A-1 1520 810 0.98CP-A-2 1830 840 1.16CP-A-3 1830 970 1.39CP-A-4 2130 860 1.39CP-A-5 2130 1120 1.86CP-A-6 2440 1020 1.86CP-A-7 2440 1270 2.42CP-A-8 2740 1180 2.46CP-A-9 2740 1440 3.07CP-A-10 3050 1350 3.16CP-A-11 3050 1600 3.81CP-A-12 3350 1360 3.44CP-A-13 3350 1750 4.65CP-A-14 3660 1520 4.18CP-A-15 3660 1910 5.48CP-A-16 3960 1680 5.02CP-A-17 3960 2060 6.50CP-A-18 4270 1840 5.95CP-A-19 4270 2210 7.43CP-A-20 4570 1870 6.41CP-A-21 4570 2360 8.55CP-A-22 4880 2030 7.43Structure # BottomSpan(mm)Rise(mm)End Area (m2)CP-A-23 4880 2520 9.75CP-A-24 5180 2180 8.55CP-A-25 5180 2690 11.06CP-A-26 5490 2210 9.01CP-A-27 5490 2720 11.71CP-A-28 5790 2360 10.22CP-A-29 5790 2880 13.01CP-A-30 6100 2530 11.52CP-A-31 6100 3050 14.59CP-A-32 6400 3195 16.04CP-A-33 6400 2685 12.93CP-A-34 6700 3350 17.64CP-A-35 6700 2845 14.38CP-A-36 7000 3510 19.31CP-A-37 7000 3005 15.91CP-A-38 7300 3670 21.06CP-A-39 7300 3030 16.62CP-A-40 7600 3825 22.89CP-A-41 7600 3190 18.26CP-A-42 8000 4080 25.76CP-A-43 8000 3315 19.92Innovation Flows from Here 7FoundationConcrete FootingCast-in-place or pre-cast concrete footings have the base channel embedded into the concrete using anchor bolts.These can be constructed in various configurations such as strip or stem footings.FoundationCorrugated Steel FootingCorrugated steel footings are an excellent alternative solution to concrete footings for remote projects or where the speed of installation is very important to minimize the time of a road closure.InstallationCorPlate structures are easy to assemble and backfill using local labour forces. Shop/assembly drawings, which arethe clearest and most detailed assembly drawings in the industry, accompany every structure that is shipped to a jobsite. The drawings, along with a detailed installation guideand assistance from Canada Culvert, ensure that everyone from the contractor, owner and inspector know what is required for a successful installation.UnloadingCorPlate structures are typically shipped to the job site on a flat deck truck. Since the corrugated plates are nested (stacked) in bundles and the bolts are in pails on skids, most typical structures can easily fit on one truck. Unloading is best done with a rubber tire loader that has forks.AssemblyThe most common practice is to assemble CorPlate structures component by component in the field. At the job site the structures can be assembled in the final location or preassembled in a staging area, then lifted into the final location with a crane. Sometimes it is desirable for small structures to be assembled in the shop by Canada Culvert and shipped as a single unit to the job site.Innovation Flows from Here 9Installation and Foundations!!UBCUBC South CampusN/AN/AS6D-S26BHaley Oosterman59.18Prebenched Extended Base2400mm 01050mmCIV Concrete2%55.04mSelect...90 deg.1050mmCIV Concrete0.1%54.89mSelect...180 deg.1050mm CIV Concrete2%55.08Select... Select...These new Standard Installations identify four principal zones (which are critical to the pipe-soil system) surrounding the lower half of the pipe.  The four zones – middle bedding, outer bedding, haunch and lower side – are shown in Figures 1 and 2 for trench and embankment installations.  The type of material (based on soil characteristics) and level of compaction varies with the installation type, i.e., 1, 2, 3, or 4, and the material utilized in construction of these important zones.Installation – Type 4   Type 4 is intended for installations where the most cost effective design approach is to specify minimal requirements for soil type and compaction, together with a pipe having sufficient strength to safely resist the increased structural effects that result from using low quality soils.  Thus, Type 4 has little or no requirement for control of compaction and type of placed soil used in the bedding and haunch areas, except if silty clay soils are used in the haunch and outer bedding zones, they must be compacted.  It is desirable to scarify (loosen) hard native soils before placing pipe. Installation – Type 3   Type 3 permits the use of soils in the haunch and bedding zones having easily attained compaction requirements, justifying less stringent inspection requirements with granular and some native soils.  Silty clays may be used in the haunch zone if adequately compacted.  In addition to the foundation similar to Type 4, a bedding layer with a minimum thickness of 3 inches is required to avoid placing the pipe directly on hard or variable subgrade. Installation – Type 2   Type 2 is a standard installation where certain native soils are permitted to be used with proper compaction in the haunch and bedding zones.  Adequately compacted native silty granular soils or select granular soils may be used in the haunch and outer bedding zones.  This is intended to allow the use of soil frequently found at a site.  Any natural soil adjacent to the pipe should have a firmness equivalent to the placed soils.  Foundation and bedding requirements are similar to Type 3.Installation – Type 1   Type 1 requires well compacted, select granular soil to be placed in the haunch and bedding zones.  The structural design of the pipe section then takes advantage of the support provided by this high quality soil envelope, making this installation often the most cost effective for pipe 60 inches in diameter and larger in deep fills.3Relative ComparisonEmbedment vs Pipe CostInstallation TypeEmbedment CostPipe Cost1 2 3 4Beneficial CharacteristicsVersatile -  One can choose between installation types and pipe strengths (classes) to suit specific site conditions and budgetary constraints.  The four standard installations can be used to optimize the total installed cost by evaluation of the ratio of pipe cost to backfill material cost.Conservative -  Analyses are based on the worst case (embankment) loadings, voids in the haunch zone, the greatest predicted loads, and measurable requirements that more accurately assess long-term performance of the system.Quantifiable – Definite and measurable levels of acceptance are prescribed, which provides better direction for the designer and the contractor.Category ICategory IICategory IIICategory IVbut not allowed for haunch or beddingSoilRepresentative Soil Types Percent CompactionStandardProctorModifiedProctorUSCSASTM D 2487AASHTOM 145Clean, course grained soils: SW, SP, GW,GP or any soilbeginning with one of those symbols with12% or less passing a #200 sieveCourse grained soils with fines: GM, GC, SM, SC or any soil beginning with one of these symbols,containing more than 12% passing a #200 sieve; Sandy or gravelly fine–grained soils: CL, ML, (or CL-ML, CL/ML,ML/CL) with 30%or more retainedon a #200 sieveFine-grained soils: CL, ML, (or CL-ML, CL/ML, ML/CL) with less than 30% retained on a #200 sieveMH, CH, OL, OH, PTA-1, A-3A-2-4, A-2-5, A-2-6: or A-4or A-6 soils with30% or moreretained on a#200 sieveA-2-7: or A-4 or A-6 with less than30% retained on a #200 sieveA-5, A-71009590851009590851009590851009590959085809590858090858075908580NOTE 1: Compaction Specifications:Standard proctor density – AASHTO T 99, T 310, or Test Methods D 698Modified proctor density – AASHTO T 180 or Test Methods D 1557Equivalent USCS and AAShTo Soil Classifications for Soil Designations4DoSee Note 1Do (Min.)Do/3DiMiddle Bedding loosely placed uncompacted bedding except for Type 4   Note 1: Clearance between pipe and trench wall shall be adequate to enable specific compaction, but not less than Do/6.Outer bedding material and compaction each side, same requirements as haunch FoundationBeddingHHaunchLower SideOverfill or Backfill - Category I, II, III   Haunch and    Installation Type Bedding Thickness Outer Bedding Lower SideType 1Type 2Type 3Type 4D0/24 minimum; not less than 3 in.  If rock foundation, use D0/12 minimum; not less than 6 in.D0/24 minimum; not less than 3 in.  If rock foundation, use D0/12 minimum; not less than 6 in.D0/24 minimum; not less than 3 in.  If rock foundation, use D0/12 minimum; not less than 6 in.No bedding required, except if rock foundation, use D0/12 minimum; not less than 6 in.95% Category I90% Category I or 95% Category II85% Category I, 90% Category II, or 95% Category IIINo compaction required, except if Category III, use  85% Category IIIUndisturbed natural soil with firmness equivalent to the following placed soils: 90% Category I, 95% Category II, or 100% Category III, or embankment to the same requirementsUndisturbed natural soil with firmness equivalent to the following placed soils: 85% Category I, 90% Category II, or 95% Category III, or embankment to the same requirementsUndisturbed natural soil with firmness equivalent to the following placed soils: 85% Category I, 90% Category II, or 95% Category III, or embankment to the same requirementsNo compaction required, except if Category III, use  85% Category IIINote 1. Compaction and soil symbols, i.e. 95% Category I, refer to a soil material category with a minimum standard proctor density. See Table on page 4 for  equivalent modified proctor values and soil types.Note 2. When the trench width specified must be exceeded, the owner shall be notified.Note 3. The trench width shall be wider than shown if required for adequate space to attain the specified compaction in the haunch and bedding zones.Note 4. Embankment loading shall be used when trench walls consist of embankment unless a geotechnical analysis is made and the soil in the trench walls is  compacted to a higher level than the soil in the backfill zone.Note 5. Required bedding thickness is the thickness of the bedding prior to placement of the pipe.Note 6. “Dumped” material without additional compactive effort will not provide the design haunch support required for Type 1 and  2 installations and it  should be checked for Type 3 installations.SOIL AND MINIMUM COMPACTION REQUIREMENTSFigure 1. Standard Trench Installation5DoDo/6 (min.) Do (Min.)Do/3DiMiddle Bedding loosely placed uncompacted bedding except for Type 4   FoundationBeddingHHaunchLower SideOverfill - Category I, II, IIIOuter bedding material and compaction each side, same requirements as haunch Figure 2. Standard Embankment Installation   Haunch and    Installation Type Bedding Thickness Outer Bedding Lower SideType 1Type 2Type 3Type 4D0/24 minimum; not less than 3 in.  If rock foundation, use D0/12 minimum; not less than 6 in.D0/24 minimum; not less than 3 in.  If rock foundation, use D0/12 minimum; not less than 6 iD0/24 minimum; not less than 3 in.  If rock foundation, use D0/12 minimum; not less than 6 in.No bedding required, except if rock foundation, use D0/12 minimum; not less than 6 in.95% Category I90% Category I or 95% Category II85% Category I, 90% Category II, or 95% Category IIINo compaction required, except if Category III, use  85% Category III90% Category I, 95% Category II, or 100% Category III85% Category I, 90% Category II, or 95% Category III85% Category I, 90% Category II, or 95% Category IIINo compaction required, except if Category III, use 85% Category IIINote 1. Compaction and soil symbols, i.e. 95% Category I, refer to a soil material category with a minimum standard proctor density. See Table on page 4 for  equivalent modified proctor values and soil types.Note 2. Soil in the outer bedding, haunch, and lower side zones, except within DO/3 from the pipe springline, shall be compacted to at least the same compaction as the majority of soil in the overfill zone.Note 3. Required bedding thickness is the thickness of the bedding prior to placement of the pipe.Note 4. A subtrench is defined as a trench with its top below finished grade by more than 0.1H or, for roadways, its top is at an elevation lower than 1 ft below  the bottom of the pavement base material. The minimum width of a subtrench shall be 1.33 DO or wider, if required for adequate space to attain the specified compaction in the haunch and  bedding zones. For subtrenches, except within DO/3 from the springline, any portion of the lower side zone in the subtrench wall shall be at least as firm as an  equivalent soil placed to the compaction requirements specified for the lower side zone and as firm as the majority of soil in the overfill zone, or it  shall be removed and replaced with soil compacted to the specified level.Note 5. “Dumped” material without additional compactive effort will not provided the design haunch support required for Type 1 and 2 installations and it  should be checked for Type 3 installations.SOIL AND MINIMUM COMPACTION REQUIREMENTS6STANDARDS:	 •	ASTM	C	1479		Installation	of	Precast	Concrete Sewer, Storm Drain, and Culvert Pipe Using Standard Installations	 •	AASHTO	Standard	Specifications	for	Highway	Bridges	 •	ASCE	15		Direct	Design	of	Buried	Precast	Concrete Pipe Using Standard Installations (SIDD)REFERENCES:	 •	Concrete	Pipe	Technology	Handbook	 •	Concrete	Pipe	Design	Manual	 •	Concrete	Pipe	Handbook	 •	Design	Data	40  (American Concrete Pipe Association Publications)7!!UBCUBC South CampusN/AN/AT6D-S25Haley Oosterman53.49Prebenched Extended Base2400mm 01050mmCIV Concrete2%51.21mInlet135 deg.750mmCIV Concrete0.5%51.25mInlet225 deg.1050mm CIV Concrete2%51.25mSelect... Select... 61                 Appendix C: Engineering Drawings   SECTION ASCALE: N/A300 4000 450 20000 30040004002500300 80002508000 8000 8000 8000 300B-SECTION CSCALE: N/A100 DIAMETER PIPE47200200013004000 4000450A-C-SECTION BSCALE: N/APOTENTIAL MAINT. ENTRANCEØ210600PERMEABLE MATERIALSGRIT CHAMBER OIL CHAMBER10007303100500A PRELIMINARY DESIGN DRAFT KM 11-13-2018Black Tusk Engineering2250 Wesbrook MallVancouver, BCV6T 1W6btengineering@gmail.comUBC2329 WEST MALLVANCOUVER, BCV6T 1Z4BLACK TUSK ENGINEERING2250 WESBROOK MALLVANCOUVER, BCV6T 1W6UBC CCMSW MARINE & WESBROOKSTORMWATER TANK LAYOUTN.F.C.N/A 11-26-2018 KM KM2 11-001 DB REMOVED PUMP INTAKE KM 11-19-2018C REVISED DIMENSIONS & ADDEDADDITIONAL DESIGN DETAILS KM 11-26-2018D FIXED OUTLET DIAMETERS &ADDED ANNOTATIONS KM 11-28-2018ALL UNITS IN mmPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONA-B-330063001501400300SECTION BSCALE: N/ACHANNEL PLANSCALE: N/A100SECTION ASCALE: N/ASTEEL WEIR215300100010-15M85 77.5C-D-1230015012300150POOL PLANSCALE: N/A170040012000SECTION CSCALE: N/A10033003000400400SECTION DSCALE: N/A7515010006-10MCHANNEL SLABSCALE: N/AVERT. WALLSSCALE: N/A157205534040010005-20M @200mm68POOL SLABSCALE: N/ATEMP & SHRINKAGE STEEL 10M @ 100mmTEMP & SHRINKAGE STEEL 10M @ 100mm200750A PRELIMINARY DESIGN DRAFT KM 11-19-2018Black Tusk Engineering2250 Wesbrook MallVancouver, BCV6T 1W6btengineering@gmail.comUBC2329 WEST MALLVANCOUVER, BCV6T 1Z4BLACK TUSK ENGINEERING2250 WESBROOK MALLVANCOUVER, BCV6T 1W6UBC CCMSW MARINE & WESBROOKSURFACE POOLS ANDCHANNEL LAYOUTSN.F.C.N/A 11-26-2018 KM KM2 11-002 DB ADDED WEIR KM 11-27-2018C FIXED INCORRECT DIMENSIONS KM 11-28-2018D ADDED TEMP. & SHRINKAGE STEEL KM 02-03-2019ALL UNITS IN mmPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION80006000400014°400SIDE ELEVATIONSCALE: N/A91420328000150030001000 1000FRONT ELEVATIONSCALE: N/AA PRELIMINARY DESIGN DRAFT KM 11-28-2018Black Tusk Engineering2250 Wesbrook MallVancouver, BCV6T 1W6btengineering@gmail.comUBC2329 WEST MALLVANCOUVER, BCV6T 1Z4BLACK TUSK ENGINEERING2250 WESBROOK MALLVANCOUVER, BCV6T 1W6UBC CCMSW MARINE & WESBROOKOPERATION SHACKELEVATIONSN.F.C.N/A 11-28-2018 KM KM2 11-003 AALL UNITS IN mmPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONTYP. WALLS & FOOTINGSSCALE: N/A4004000750 50030030021030030M @ 300mm500500CONCRETE STRIP CONNECTION20020040030M @ 130mm295TYP. ROOF SLABSCALE: N/ATEMP. & SHRINKAGE10M @125mm130STIRRUP SPACING @ 600mmE CONCEPTUAL DESIGN KM 02-03-2019Black Tusk Engineering2250 Wesbrook MallVancouver, BCV6T 1W6btengineering@gmail.comUBC2329 WEST MALLVANCOUVER, BCV6T 1Z4BLACK TUSK ENGINEERING2250 WESBROOK MALLVANCOUVER, BCV6T 1W6UBC CCMSW MARINE & WESBROOKTYPICAL WALLS, FOOTINGS& ROOF DETAILN.F.C.N/A 11-26-2018 KM KM2 11-005 EALL UNITS IN mmPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONELEVATIONSSCALE: N/A54.89m54.73m53.98m53.08m 52.93m51.85m48.60m51.25mCHANNEL 1 (5 STEPS)POOL 1POOL 2POOL 3MAIN TANKSEXISTING STORMWATERSYSTEMCHANNEL 2 (5 STEPS)A CONCEPTUAL DESIGN DRAFT KM 02-03-2019Black Tusk Engineering2250 Wesbrook MallVancouver, BCV6T 1W6btengineering@gmail.comUBC2329 WEST MALLVANCOUVER, BCV6T 1Z4BLACK TUSK ENGINEERING2250 WESBROOK MALLVANCOUVER, BCV6T 1W6UBC CCMSW MARINE & WESBROOKPOND & TANK ELEVATIONLAYOUTN.F.C.N/A 11-26-2018 KM KM2 11-006 A1. ALL CHANNELS AND PONDS WILL BE ATGRADE2. EACH CHANNEL HAS FOUR (4) 15cm STEPS3. ALL UNITS IN METERSPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION5500120018°52600 SEC B: 27150 SEC A5500120018°13005500120018°300 300SEC B TANK EXCAVATIONSCALE: N/ASEC A TANK EXCAVATIONSCALE: N/AA CONCEPTUAL DESIGN DRAFT KM 02-03-2019Black Tusk Engineering2250 Wesbrook MallVancouver, BCV6T 1W6btengineering@gmail.comUBC2329 WEST MALLVANCOUVER, BCV6T 1Z4BLACK TUSK ENGINEERING2250 WESBROOK MALLVANCOUVER, BCV6T 1W6UBC CCMSW MARINE & WESBROOKTANK EXCAVATIONLAYOUTN.F.C.N/A 11-26-2018 KM KM2 11-007-02 AALL UNITS IN mmPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION120006000 30001200012000S HUT12x12m POOLCHANNELSMAIN TANKSSW MARINE DRIVE96000CCM130001140047502030054000750mm PIPETIE IN @ 123*14'1.62"N49*14'44.466"W1200mm PIPE2400 DIA MANHOLEGRIT AND OIL CHAMBERSA CONCEPTUAL DESIGN DRAFT KM 02-03-2019Black Tusk Engineering2250 Wesbrook MallVancouver, BCV6T 1W6btengineering@gmail.comUBC2329 WEST MALLVANCOUVER, BCV6T 1Z4BLACK TUSK ENGINEERING2250 WESBROOK MALLVANCOUVER, BCV6T 1W6UBC CCMSW MARINE & WESBROOKSITE LOCATION OVERVIEWN.F.C.N/A 11-26-2018 KM KM2 11-008-01 AALL UNITS IN mmPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONCCMSW MARINE DRIVEWESBROOK MALL120000100001050mm PIPE2400mm DIA MANHOLE123*13'55.896"N49*14'48.078"WJUNCTION S6D-S26A2400mm DIA MANHOLE123*13'59.928"N49*14'43.052"W5500A FINAL DESIGN DRAFT KM 03-31-2019Black Tusk Engineering2250 Wesbrook MallVancouver, BCV6T 1W6btengineering@gmail.comUBC2329 WEST MALLVANCOUVER, BCV6T 1Z4BLACK TUSK ENGINEERING2250 WESBROOK MALLVANCOUVER, BCV6T 1W6UBC CCMSW MARINE & WESBROOKSITE LOCATION OVERVIEWN.F.C.N/A 11-26-2018 KM KM2 11-009-01 AALL UNITS IN mmPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION3600240053°Ø13503003001950BEDDING SAND COMPACTEDTO 90%NATIVE SOIL BACKFILLPIPE EXCAVATIONSCALE: N/ATRENCH BAR FOR VERTICALAND HORIZONTAL SUPPORTA FINAL DESIGN DRAFT KM 03-31-2019Black Tusk Engineering2250 Wesbrook MallVancouver, BCV6T 1W6btengineering@gmail.comUBC2329 WEST MALLVANCOUVER, BCV6T 1Z4BLACK TUSK ENGINEERING2250 WESBROOK MALLVANCOUVER, BCV6T 1W6UBC CCMSW MARINE & WESBROOKPIPE EXCAVATIONAND SUPPORT LAYOUTSN.F.C.N/A 11-26-2018 KM KM2 11-010 AALL UNITS IN mmPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONTANK COLUMNSCALE: N/A900500300370045°300300A-10M TIES @300mm4-20M40mm CLEAR COVER10mm TIESSECTION ASCALE: N/AA FINAL DESIGN DRAFT KM 03-31-2019Black Tusk Engineering2250 Wesbrook MallVancouver, BCV6T 1W6btengineering@gmail.comUBC2329 WEST MALLVANCOUVER, BCV6T 1Z4BLACK TUSK ENGINEERING2250 WESBROOK MALLVANCOUVER, BCV6T 1W6UBC CCMSW MARINE & WESBROOKTANK COLUMNAND REINFORCEMENTN.F.C.N/A 11-26-2018 KM KM2 11-011 AALL UNITS IN mmPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONØ2134Ø1829Ø1524Ø1372Ø1220Ø1067Ø1067Ø1220Ø1372Ø1524Ø1829Ø2134457 457610 610762 7621067 10671219 12191372 137245745761061010671067914914762762686686MAXIMUM PIPE SIZE FORSTRAIGHT THROUGHINSTALLATIONMAXIMUM PIPE SIZE FOR RIGHTANGLE INSTALLATIONDRAWN BY:SCALE:DATE:DRAWING #:Andrew Cortese9265 OAK ST. VANCOUVER B.C.PH: 604 269-6700 FAX: 604 261-67511050mm through 2100mm ManholesNon-standard angles possible, call for specificproject situationsCHECKED BY:REVISION #:1:100May 27, 2014MAX-MH-1050-2100Rev. 0Maximum Pipe Sizes for ManholesØ2438Ø3048Ø3048Ø2743Ø2438Ø274315241829 18292134 21341524152415241372137212191219MAXIMUM PIPE SIZE FORSTRAIGHT THROUGHINSTALLATIONMAXIMUM PIPE SIZE FOR RIGHTANGLE INSTALLATIONDRAWN BY:SCALE:DATE:DRAWING #:Andrew Cortese9265 OAK ST. VANCOUVER B.C.PH: 604 269-6700 FAX: 604 261-67512400mm through 3050mm ManholesNon-standard angles possible, call for specificproject situationsCHECKED BY:REVISION #:1:100May 27, 2014MAX-MH-2400-3050Rev. 0Maximum Pipe Sizes for Manholes 81                 Appendix D: Cost Estimate    PROJECT MANAGEMENT AND CONSTRUCTION COST ESTIMATEDESCRIPTION UNIT QTY UNIT RATE TOTALDIVISION 1 GENERAL REQUIREMENTS1 Mobilization LS - - 15,000.00$                                                    2 Temporary Facilities LS - - 2,500.00$                                                       3 Temporary Traffic Management LS - - 500.00$                                                          4 Waste Disposal EA 24 350.00$                      8,400.00$                                                       5 Engineering and Testing LS - - 75,000.00$                                                    6 Plans and Specifications LS - - 15,000.00$                                                    7 General Labour LS - - 5,000.00$                                                       8 Rezoning Application LS - - 10,385.00$                                                    9 Building Permit LS - - 2,400.00$                                                       DIVISION 1 TOTAL 134,185.00$                                                  DIVISION 2 SITE WORK1 Clearing and Timber Salvage HA 1 17,500.00$                 17,500.00$                                                    2 Replanting and Landscaping HA 1 7,500.00$                   7,500.00$                                                       DIVISION 2 TOTAL 25,000.00$                                                    DIVISION 3 CONCRETE1 Concrete Placement (including formwork) M3 1750 207.00$                      362,250.00$                                                  2 Steel Reinforcement (Supply and Install) M3 43.75 250.00$                      10,937.50$                                                    3 Manhole Installation EA 3 4,000.00$                   12,000.00$                                                    DIVISION 3 TOTAL 385,187.50$                                                  DIVISION 5 METALS1 Steel weirs M2 36 50.00$                         1,800.00$                                                       2 Corrugated steel pipes (4m rad) LM 100 3,271.48$                   327,148.00$                                                  DIVISION 5 TOTAL 328,948.00$                                                  DIVISION 6 WOOD, PLASTICS, AND COMPOSITES1 PVC Pipe (Supply and Install) M 20 75.00$                         1,500.00$                                                       2 Geotextile (supply and install) M2 960 55.00$                         52,800.00$                                                    DIVISION 6 TOTAL 54,300.00$                                                    DIVISION 31 EARTHWORK1 Subgrade Excavation M3 4560.0 15.00$                         68,400.00$                                                    2 Granular Fill M3 4560 18.00$                         82,080.00$                                                    3 Subgrade Preparation M2 1430 1.75$                           2,502.50$                                                       4 Trenchbox Rental EA 1 1,250.00$                   1,250.00$                                                       DIVISION 31 TOTAL 154,232.50$                                                  DIVISION 35 WATERWAY AND MARINE CONSTRUCTION1 Sump (Grit and Oil) Chamber EA - - 7,500.00$                                                       2 Concrete Stormwater Pipe M 250 315.00$                      78,750.00$                                                    DIVISION 35 TOTAL 86,250.00$                                                    DIVISION 36 Special Construction1 Mini-Putt Facilities EA - - 500,000.00$                                                  DIVISION 36 TOTAL 500,000.00$                                                  GRAND TOTAL 1,668,103.00$                                               Constuction labour and material costs calculated using Unite Price Averages Report from the Alberta Infrastructure & Transportation. www.transportation.alberta.ca/Content/doctype257/production/unitpricelist.pdfProfessional Engineering Costs Derived from the ACEC BC Fee guidelineshttps://www.acec-bc.ca/media/36630/acecbcfeeguide16.pdf 84                 Appendix E: Construction Schedule            CONSTRUCTION SCHEDULEBlack Tusk Engineering Ltd.Project Start: 3/1/2019 Completion:#REF!Construction Start: 5/1/2019 1Ma198Ma1915Ma1922Ma1929Ma195Ap1912Ap1919Ap1926Ap193Ma1910Ma1917Ma1924Ma1931Ma197Ju1914Ju1921Ju1928Ju195Ju1912Ju1919Ju1926Ju192Au199Au1916Au1923Au1930Au196Se1913Se1920Se1927Se194Oc1911Oc1918Oc1925Oc191No198No1915No1922No1929No196De19TASK DESCRIPTIONPLANSTARTPLANENDDIVISION 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41PRE-CONSTRUCTION AND PROCUREMENT 3/1/2019 5/1/2019Public Notices 3/1/2019 3/21/2019 BProject Open-house - Pre-Construction Q&A 3/22/2019 3/22/2019 BDesign Approval and Modifications 3/23/2019 4/2/2019 BRelease for Tender 4/3/2019 4/3/2019 BTender Process 4/4/2019 4/14/2019 BContract Award 4/15/2019 4/15/2019 BPermitting 4/16/2019 4/26/2019 BMobilization 4/27/2019 4/30/2019 BProject Start-Up 5/1/2019 5/1/2019 BSITE WORK 5/1/2019 5/24/2019Clearing Trees and Shrubbery 5/1/2019 5/11/2019 BRemoval of Tress and Shrubbery 5/11/2019 5/14/2019 BSurveying 5/14/2019 5/24/2019 BDETENTION TANK 5/25/2019 8/2/2019Excavation of Tank Pit 5/25/2019 6/4/2019 RInstallation of Shoring 6/5/2019 6/7/2019 RTank Pit Subgrade Preparation 6/8/2019 6/12/2019 RInstallation of Impermeable Geotextile Layer 6/13/2019 6/14/2019 RGravel Levelling Bed Placement 6/15/2019 6/17/2019 RInstallation of Second Geotextile Layer 6/18/2019 6/19/2019 RFormwork Placement 6/20/2019 6/22/2019 YRebar Placement 6/23/2019 6/28/2019 YConcrete Pour 6/29/2019 6/30/2019 YConcrete Curing and Waterproofing 7/1/2019 7/4/2019 YFormwork Removal 7/5/2019 7/6/2019 YInstallation and Assembly of Tank Corrugated Pipes 7/7/2019 7/11/2019 OInstallation and Assembly of Tank and Grit Chamber Elements 7/7/2019 7/11/2019 OInstallation of Inflow and Outflow Piping Attachments 7/12/2019 7/14/2019 OSeal Inlet and Outlet Connections 7/15/2019 7/16/2019 OShoring Removal 7/17/2019 7/18/2019 RLaying Native Material Backfill 7/19/2019 7/21/2019 RLaying Gravel Backfill 7/22/2019 7/23/2019 RInstallation of Impermeable Geotextile Layer 7/24/2019 7/25/2019 RLaying Engineered Soil to Grade 7/26/2019 7/27/2019 RSoil Compaction 7/28/2019 8/2/2019 RPONDS AND CHANNELS 5/25/2019 9/8/2019Excavation of Full Perimeter 5/25/2019 5/31/2019 RInstallation of Shoring 6/7/2019 6/11/2019 RInstallation of Impermeable Geotextile Layer 6/12/2019 6/13/2019 RGravel Levelling Bed Placement 6/14/2019 6/18/2019 RInstallation of Second Geotextile Layer 6/19/2019 6/20/2019 RFormwork Placement 6/21/2019 6/26/2019 YRebar Placement 6/27/2019 7/12/2019 YConcrete Pour 7/13/2019 7/16/2019 YConcrete Curing and Waterproofing 7/17/2019 7/22/2019 YFormwork Removal 7/23/2019 7/25/2019 YInstallation of Steel Weirs 7/26/2019 7/27/2019 YInstallation of Drainage Membrane 7/27/2019 7/29/2019 RInstallation of Geotextile Layer 7/28/2019 7/29/2019 RLaying Topsoil and Ballast 7/30/2019 8/1/2019 RPlanting Aquatic Vegetation 8/2/2019 8/6/2019 OInstallation of Inflow and Outflow Piping Attachments 8/7/2019 8/11/2019 OSeal Inlet and Outlet Connections 8/12/2019 8/14/2019 OShoring Removal 8/15/2019 8/16/2019 RLaying Gravel Backfill 8/17/2019 8/20/2019 RSoil Compaction 8/21/2019 8/26/2019 RLaying Rip-rap 8/27/2019 8/28/2019 RLandscaping and Planting Vegetation 8/29/2019 9/8/2019 BMINI-PUTT FACILITY 8/31/2019 11/15/2019Site Surveying 8/31/2019 9/4/2019 BSite Grading 9/5/2019 9/10/2019 RExcavation 9/11/2019 9/16/2019 RFormwork Placement 9/17/2019 9/20/2019 YRebar Placement 9/21/2019 9/24/2019 YConcrete Pour 9/25/2019 9/27/2019 YConcrete Curing 9/28/2019 10/3/2019 YFormwork Removal 10/4/2019 10/5/2019 YGrade preparation for Carpet Installation 10/6/2019 10/8/2019 PInstallation of Putting Carpet 10/9/2019 10/14/2019 PInstallation of Theme Elements and Props 10/15/2019 10/23/2019 PCurb Installation 10/24/2019 10/29/2019 PTrimming and Finishing 10/30/2019 11/9/2019 PLandscaping and Planting Vegetation 11/10/2019 11/15/2019 BPARKING LOT 9/5/2019 9/20/2019Site Grading 9/5/2019 9/7/2019 RExcavation 9/8/2019 9/9/2019 RSubgrade Preparation 9/9/2019 9/10/2019 RLaying Engineered Soil 9/10/2019 9/11/2019 RSoil Compaction 9/11/2019 9/13/2019 RInstallation of Impermeable Geotextile Layer 9/13/2019 9/14/2019 RGravel Levelling Bed Placement 9/14/2019 9/15/2019 RGravel Layer Compaction 9/15/2019 9/16/2019 RPlanting Grass Strip 9/16/2019 9/20/2019 Bhttps://www.vertex42.com/ExcelTemplates/construction-schedule.html Construction Schedule Template © 2017 by Vertex42.comConstruction Start: 5/1/2019 1Ma198Ma1915Ma1922Ma1929Ma195Ap1912Ap1919Ap1926Ap193Ma1910Ma1917Ma1924Ma1931Ma197Ju1914Ju1921Ju1928Ju195Ju1912Ju1919Ju1926Ju192Au199Au1916Au1923Au1930Au196Se1913Se1920Se1927Se194Oc1911Oc1918Oc1925Oc191No198No1915No1922No1929No196De19TASK DESCRIPTIONPLANSTARTPLANENDDIVISION 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41SYSTEM CONNECTIONS 9/8/2019 11/8/2019Air Valves Installation on Tank 9/8/2019 9/18/2019 OPipe Installation from Last Pond to Grit Chamber 9/19/2019 9/27/2019 OPipe Installation from Tank to Storm Main 9/28/2019 10/8/2019 OPipe Installation from Storm Main to First Pond 10/9/2019 10/23/2019 OManhole Construction at System Connections 10/24/2019 11/8/2019 YPROJECT COMPLETION 11/15/2019 11/30/2019Deficiencies 11/15/2019 11/25/2019 BCommissioning 11/26/2019 11/28/2019 BDemobilization 11/29/2019 11/30/2019 BXXXInsert new rows ABOVE this oneConstruction Schedule Template © 2017 Vertex42.comhttps://www.vertex42.com/ExcelTemplates/construction-schedule.htmlhttps://www.vertex42.com/ExcelTemplates/construction-schedule.html Construction Schedule Template © 2017 by Vertex42.comEngineering ParametersDesign CodesCorPlate structures are engineered using industry recognized design codes for soil-metal buried structures. The analysis and design is completed in accordance with the specificrequirements of Section Seven of the CAN/CSA S6 CanadianHighway Bridge Design Code pertaining to soil-metalstructures.For jurisdictions outside of Canada, or as requested by an owner, other industry accepted design codes are available:• AISI (American Iron and Steel Institute)• AASHTO (American Association of State Highway Transportation Officials)• ASTM (American Society for Testing and Materials)Material and Manufacturing SpecificationsThe material and fabrication of Canada Culvert’s CorPlate structures follows the requirements for structural plate in accordance with the most current version of the CSA Standard G401 – Corrugated Steel Pipe Products.For specific components, the following specifications are usedin accordance with the CSA G401 as previously described:Reference SpecificationsPlates ASTM A761/A761MBolts ASTM A449Nuts ASTM A563Hook Bolts ASTM F1554Galvanizing CAN/CSA-G164-M92Polymer Coating CAN/CSA G401Corrugation Profile: 152 x 51mmWall ThicknessArea TangentLengthTangentAngleMomentof InertiaSectionModulusRadius ofGyrationSpecified DesignT T A TL ! I S rmm mm mm2/mm mm Degrees mm4/mm mm3/mm mm3.0 2.84 3.522 47.876 44.531 1057.25 39.42 17.3264.0 3.89 4.828 46.748 44.899 1457.56 53.30 17.3755.0 4.95 6.149 45.582 45.286 1867.12 66.98 17.4256.0 6.00 7.461 44.396 45.686 2278.31 80.22 17.4757.0 7.00 8.712 43.237 46.083 2675.11 92.56 17.523Dimensions are subject to manufacturing tolerancesSection properties for Corrugated Structural PlateCanada Culvert CorPlate4CoatingsEnvironmentalParameterSuggested LimitsGalvanized SteelSuggested Limits for Thermoplastic Copolymer Coated Steel50 Year EMSL 75 Year EMSL 100 Year EMSLpH Preferred Range 5 - 9 3 to 12 4 to 9 5 to 9Resistivity1 2,000 - 8,000 ohm-cm > 100 ohm-cm > 750 ohm-cm > 1,500 ohm-cmChlorides < 250 ppm NA1 NA 1 NA 1Sulfates < 600 ppm NA 1 NA 1 NA 1Hardness > 80 ppm CaCO3 NA1 NA 1 NA 11Resistivity is relative to total dissolved solids (TDS) and therefore may indicate the presence of chlorides, sulfates, calcium and other ionsEnvironmental Limits for Galvanized Steel and Thermoplatic Copolymer Coated SteelCoatings that stand up to any environmentCanada Culvert offers four finishes that provide a range of performance levels from temporary applications to severe environmental conditions. Black steel can be used for temporary or short-term applications; Z915 is the industry standard galvanized coating; Z1220 is a heavier galvanized coating, or a thermoplastic copolymer.Black SteelBlack steel structures are ideal for temporary work or short-term projects where CorPlate structures will be removed. Since the structures are not coated in zinc, significant savings can be gained in both dollars and, delivery time.Galvanized Z915Z915 galvanized (915 g/m2) is a hot-dip zinc coating that forms a superior barrier over steel. Calcium attracted from naturally hard water can aid in providing additional protection as it develops mineral scale on the pipe surface. As the zinc coating corrodes slowly over time, it galvanically protects the base steel as long as any zinc remains.Galvanized Z1220The Z1220 coating consists of 1220 g/m2 zinc total on both sides. This heavier galvanized coating offers increased abrasion and corrosion resistance by forming an impervious barrier between the steel and the environment. Since it is a heavier coating, the Z1220 will add years of extended protection in environments where standard galvanized coatings can’t be used.Thermoplastic CopolymerThis unique solvent free two coat system gives two layers of protection. The base coat zinc layer provides outstanding corrosion resistance while being completely sealed from the environment by the top coat ethylene acrylic acid copolymer,which ensures superior resistance to impact, corrosion, abrasion and an inorganic acid or alkali (diluted). CorPlate structure with a thermoplastic copolymer coating is a great alternative to concrete because it is significantly lighter and offers a long-term service life from 75 to 100 years in aggressive environments.Estimated Material Service Life(Typical Ranges) 2 0 Years 10 YearsBlack Z915 AND Z1220 Thermoplastic Copolymer50 Years 100 Years2Actual estimated material service life (EMSL) is dependent on local environment conditionsInnovation Flows from Here 5Low Profile ArchHigh Profile ArchStructure # MaxSpan(mm)BottomSpan(mm)Rise(mm)End Area (m2)CP-LPA-1 5920 5820 2080 9.75CP-LPA-2 6120 6050 2290 11.18CP-LPA-3 6550 6500 2360 12.39CP-LPA-4 6780 6730 2410 13.01CP-LPA-5 7010 6930 2440 13.64CP-LPA-6 7240 7160 2490 14.29CP-LPA-7 7470 7390 2540 14.94CP-LPA-8 7670 7620 2570 15.62CP-LPA-9 7900 7850 2620 16.30CP-LPA-10 8310 8150 3280 22.04Structure # MaxSpan(mm)BottomSpan(mm)Rise(mm)End Area (m2)CP-HPA-1 6300 5740 3680 19.85CP-HPA-2 6550 6050 3560 19.93CP-HPA-3 6780 6270 3610 20.85CP-HPA-4 7010 6530 3660 21.78CP-HPA-5 7240 6760 3680 22.71CP-HPA-6 7670 7230 3740 24.61CP-HPA-7 7870 6920 4655 31.56CP-HPA-8 8100 7190 4650 32.78CP-HPA-9 8560 7500 5020 36.92CP-HPA-10 8590 7750 4630 34.09ArchStructure # BottomSpan(mm)Rise(mm)End Area (m2)CP-A-1 1520 810 0.98CP-A-2 1830 840 1.16CP-A-3 1830 970 1.39CP-A-4 2130 860 1.39CP-A-5 2130 1120 1.86CP-A-6 2440 1020 1.86CP-A-7 2440 1270 2.42CP-A-8 2740 1180 2.46CP-A-9 2740 1440 3.07CP-A-10 3050 1350 3.16CP-A-11 3050 1600 3.81CP-A-12 3350 1360 3.44CP-A-13 3350 1750 4.65CP-A-14 3660 1520 4.18CP-A-15 3660 1910 5.48CP-A-16 3960 1680 5.02CP-A-17 3960 2060 6.50CP-A-18 4270 1840 5.95CP-A-19 4270 2210 7.43CP-A-20 4570 1870 6.41CP-A-21 4570 2360 8.55CP-A-22 4880 2030 7.43Structure # BottomSpan(mm)Rise(mm)End Area (m2)CP-A-23 4880 2520 9.75CP-A-24 5180 2180 8.55CP-A-25 5180 2690 11.06CP-A-26 5490 2210 9.01CP-A-27 5490 2720 11.71CP-A-28 5790 2360 10.22CP-A-29 5790 2880 13.01CP-A-30 6100 2530 11.52CP-A-31 6100 3050 14.59CP-A-32 6400 3195 16.04CP-A-33 6400 2685 12.93CP-A-34 6700 3350 17.64CP-A-35 6700 2845 14.38CP-A-36 7000 3510 19.31CP-A-37 7000 3005 15.91CP-A-38 7300 3670 21.06CP-A-39 7300 3030 16.62CP-A-40 7600 3825 22.89CP-A-41 7600 3190 18.26CP-A-42 8000 4080 25.76CP-A-43 8000 3315 19.92Innovation Flows from Here 7FoundationConcrete FootingCast-in-place or pre-cast concrete footings have the base channel embedded into the concrete using anchor bolts.These can be constructed in various configurations such as strip or stem footings.FoundationCorrugated Steel FootingCorrugated steel footings are an excellent alternative solution to concrete footings for remote projects or where the speed of installation is very important to minimize the time of a road closure.InstallationCorPlate structures are easy to assemble and backfill using local labour forces. Shop/assembly drawings, which arethe clearest and most detailed assembly drawings in the industry, accompany every structure that is shipped to a jobsite. The drawings, along with a detailed installation guideand assistance from Canada Culvert, ensure that everyone from the contractor, owner and inspector know what is required for a successful installation.UnloadingCorPlate structures are typically shipped to the job site on a flat deck truck. Since the corrugated plates are nested (stacked) in bundles and the bolts are in pails on skids, most typical structures can easily fit on one truck. Unloading is best done with a rubber tire loader that has forks.AssemblyThe most common practice is to assemble CorPlate structures component by component in the field. At the job site the structures can be assembled in the final location or preassembled in a staging area, then lifted into the final location with a crane. Sometimes it is desirable for small structures to be assembled in the shop by Canada Culvert and shipped as a single unit to the job site.Innovation Flows from Here 9Installation and Foundations!!UBCUBC South CampusN/AN/AS6D-S26BHaley Oosterman59.18Prebenched Extended Base2400mm 01050mmCIV Concrete2%55.04mSelect...90 deg.1050mmCIV Concrete0.1%54.89mSelect...180 deg.1050mm CIV Concrete2%55.08Select... Select...These new Standard Installations identify four principal zones (which are critical to the pipe-soil system) surrounding the lower half of the pipe.  The four zones – middle bedding, outer bedding, haunch and lower side – are shown in Figures 1 and 2 for trench and embankment installations.  The type of material (based on soil characteristics) and level of compaction varies with the installation type, i.e., 1, 2, 3, or 4, and the material utilized in construction of these important zones.Installation – Type 4   Type 4 is intended for installations where the most cost effective design approach is to specify minimal requirements for soil type and compaction, together with a pipe having sufficient strength to safely resist the increased structural effects that result from using low quality soils.  Thus, Type 4 has little or no requirement for control of compaction and type of placed soil used in the bedding and haunch areas, except if silty clay soils are used in the haunch and outer bedding zones, they must be compacted.  It is desirable to scarify (loosen) hard native soils before placing pipe. Installation – Type 3   Type 3 permits the use of soils in the haunch and bedding zones having easily attained compaction requirements, justifying less stringent inspection requirements with granular and some native soils.  Silty clays may be used in the haunch zone if adequately compacted.  In addition to the foundation similar to Type 4, a bedding layer with a minimum thickness of 3 inches is required to avoid placing the pipe directly on hard or variable subgrade. Installation – Type 2   Type 2 is a standard installation where certain native soils are permitted to be used with proper compaction in the haunch and bedding zones.  Adequately compacted native silty granular soils or select granular soils may be used in the haunch and outer bedding zones.  This is intended to allow the use of soil frequently found at a site.  Any natural soil adjacent to the pipe should have a firmness equivalent to the placed soils.  Foundation and bedding requirements are similar to Type 3.Installation – Type 1   Type 1 requires well compacted, select granular soil to be placed in the haunch and bedding zones.  The structural design of the pipe section then takes advantage of the support provided by this high quality soil envelope, making this installation often the most cost effective for pipe 60 inches in diameter and larger in deep fills.3Relative ComparisonEmbedment vs Pipe CostInstallation TypeEmbedment CostPipe Cost1 2 3 4Beneficial CharacteristicsVersatile -  One can choose between installation types and pipe strengths (classes) to suit specific site conditions and budgetary constraints.  The four standard installations can be used to optimize the total installed cost by evaluation of the ratio of pipe cost to backfill material cost.Conservative -  Analyses are based on the worst case (embankment) loadings, voids in the haunch zone, the greatest predicted loads, and measurable requirements that more accurately assess long-term performance of the system.Quantifiable – Definite and measurable levels of acceptance are prescribed, which provides better direction for the designer and the contractor.Category ICategory IICategory IIICategory IVbut not allowed for haunch or beddingSoilRepresentative Soil Types Percent CompactionStandardProctorModifiedProctorUSCSASTM D 2487AASHTOM 145Clean, course grained soils: SW, SP, GW,GP or any soilbeginning with one of those symbols with12% or less passing a #200 sieveCourse grained soils with fines: GM, GC, SM, SC or any soil beginning with one of these symbols,containing more than 12% passing a #200 sieve; Sandy or gravelly fine–grained soils: CL, ML, (or CL-ML, CL/ML,ML/CL) with 30%or more retainedon a #200 sieveFine-grained soils: CL, ML, (or CL-ML, CL/ML, ML/CL) with less than 30% retained on a #200 sieveMH, CH, OL, OH, PTA-1, A-3A-2-4, A-2-5, A-2-6: or A-4or A-6 soils with30% or moreretained on a#200 sieveA-2-7: or A-4 or A-6 with less than30% retained on a #200 sieveA-5, A-71009590851009590851009590851009590959085809590858090858075908580NOTE 1: Compaction Specifications:Standard proctor density – AASHTO T 99, T 310, or Test Methods D 698Modified proctor density – AASHTO T 180 or Test Methods D 1557Equivalent USCS and AAShTo Soil Classifications for Soil Designations4DoSee Note 1Do (Min.)Do/3DiMiddle Bedding loosely placed uncompacted bedding except for Type 4   Note 1: Clearance between pipe and trench wall shall be adequate to enable specific compaction, but not less than Do/6.Outer bedding material and compaction each side, same requirements as haunch FoundationBeddingHHaunchLower SideOverfill or Backfill - Category I, II, III   Haunch and    Installation Type Bedding Thickness Outer Bedding Lower SideType 1Type 2Type 3Type 4D0/24 minimum; not less than 3 in.  If rock foundation, use D0/12 minimum; not less than 6 in.D0/24 minimum; not less than 3 in.  If rock foundation, use D0/12 minimum; not less than 6 in.D0/24 minimum; not less than 3 in.  If rock foundation, use D0/12 minimum; not less than 6 in.No bedding required, except if rock foundation, use D0/12 minimum; not less than 6 in.95% Category I90% Category I or 95% Category II85% Category I, 90% Category II, or 95% Category IIINo compaction required, except if Category III, use  85% Category IIIUndisturbed natural soil with firmness equivalent to the following placed soils: 90% Category I, 95% Category II, or 100% Category III, or embankment to the same requirementsUndisturbed natural soil with firmness equivalent to the following placed soils: 85% Category I, 90% Category II, or 95% Category III, or embankment to the same requirementsUndisturbed natural soil with firmness equivalent to the following placed soils: 85% Category I, 90% Category II, or 95% Category III, or embankment to the same requirementsNo compaction required, except if Category III, use  85% Category IIINote 1. Compaction and soil symbols, i.e. 95% Category I, refer to a soil material category with a minimum standard proctor density. See Table on page 4 for  equivalent modified proctor values and soil types.Note 2. When the trench width specified must be exceeded, the owner shall be notified.Note 3. The trench width shall be wider than shown if required for adequate space to attain the specified compaction in the haunch and bedding zones.Note 4. Embankment loading shall be used when trench walls consist of embankment unless a geotechnical analysis is made and the soil in the trench walls is  compacted to a higher level than the soil in the backfill zone.Note 5. Required bedding thickness is the thickness of the bedding prior to placement of the pipe.Note 6. “Dumped” material without additional compactive effort will not provide the design haunch support required for Type 1 and  2 installations and it  should be checked for Type 3 installations.SOIL AND MINIMUM COMPACTION REQUIREMENTSFigure 1. Standard Trench Installation5DoDo/6 (min.) Do (Min.)Do/3DiMiddle Bedding loosely placed uncompacted bedding except for Type 4   FoundationBeddingHHaunchLower SideOverfill - Category I, II, IIIOuter bedding material and compaction each side, same requirements as haunch Figure 2. Standard Embankment Installation   Haunch and    Installation Type Bedding Thickness Outer Bedding Lower SideType 1Type 2Type 3Type 4D0/24 minimum; not less than 3 in.  If rock foundation, use D0/12 minimum; not less than 6 in.D0/24 minimum; not less than 3 in.  If rock foundation, use D0/12 minimum; not less than 6 iD0/24 minimum; not less than 3 in.  If rock foundation, use D0/12 minimum; not less than 6 in.No bedding required, except if rock foundation, use D0/12 minimum; not less than 6 in.95% Category I90% Category I or 95% Category II85% Category I, 90% Category II, or 95% Category IIINo compaction required, except if Category III, use  85% Category III90% Category I, 95% Category II, or 100% Category III85% Category I, 90% Category II, or 95% Category III85% Category I, 90% Category II, or 95% Category IIINo compaction required, except if Category III, use 85% Category IIINote 1. Compaction and soil symbols, i.e. 95% Category I, refer to a soil material category with a minimum standard proctor density. See Table on page 4 for  equivalent modified proctor values and soil types.Note 2. Soil in the outer bedding, haunch, and lower side zones, except within DO/3 from the pipe springline, shall be compacted to at least the same compaction as the majority of soil in the overfill zone.Note 3. Required bedding thickness is the thickness of the bedding prior to placement of the pipe.Note 4. A subtrench is defined as a trench with its top below finished grade by more than 0.1H or, for roadways, its top is at an elevation lower than 1 ft below  the bottom of the pavement base material. The minimum width of a subtrench shall be 1.33 DO or wider, if required for adequate space to attain the specified compaction in the haunch and  bedding zones. For subtrenches, except within DO/3 from the springline, any portion of the lower side zone in the subtrench wall shall be at least as firm as an  equivalent soil placed to the compaction requirements specified for the lower side zone and as firm as the majority of soil in the overfill zone, or it  shall be removed and replaced with soil compacted to the specified level.Note 5. “Dumped” material without additional compactive effort will not provided the design haunch support required for Type 1 and 2 installations and it  should be checked for Type 3 installations.SOIL AND MINIMUM COMPACTION REQUIREMENTS6STANDARDS:	 •	ASTM	C	1479		Installation	of	Precast	Concrete Sewer, Storm Drain, and Culvert Pipe Using Standard Installations	 •	AASHTO	Standard	Specifications	for	Highway	Bridges	 •	ASCE	15		Direct	Design	of	Buried	Precast	Concrete Pipe Using Standard Installations (SIDD)REFERENCES:	 •	Concrete	Pipe	Technology	Handbook	 •	Concrete	Pipe	Design	Manual	 •	Concrete	Pipe	Handbook	 •	Design	Data	40  (American Concrete Pipe Association Publications)7!!UBCUBC South CampusN/AN/AT6D-S25Haley Oosterman53.49Prebenched Extended Base2400mm 01050mmCIV Concrete2%51.21mInlet135 deg.750mmCIV Concrete0.5%51.25mInlet225 deg.1050mm CIV Concrete2%51.25mSelect... Select... 61                 Appendix C: Engineering Drawings   SECTION ASCALE: N/A300 4000 450 20000 30040004002500300 80002508000 8000 8000 8000 300B-SECTION CSCALE: N/A100 DIAMETER PIPE47200200013004000 4000450A-C-SECTION BSCALE: N/APOTENTIAL MAINT. ENTRANCEØ210600PERMEABLE MATERIALSGRIT CHAMBER OIL CHAMBER10007303100500A PRELIMINARY DESIGN DRAFT KM 11-13-2018Black Tusk Engineering2250 Wesbrook MallVancouver, BCV6T 1W6btengineering@gmail.comUBC2329 WEST MALLVANCOUVER, BCV6T 1Z4BLACK TUSK ENGINEERING2250 WESBROOK MALLVANCOUVER, BCV6T 1W6UBC CCMSW MARINE & WESBROOKSTORMWATER TANK LAYOUTN.F.C.N/A 11-26-2018 KM KM2 11-001 DB REMOVED PUMP INTAKE KM 11-19-2018C REVISED DIMENSIONS & ADDEDADDITIONAL DESIGN DETAILS KM 11-26-2018D FIXED OUTLET DIAMETERS &ADDED ANNOTATIONS KM 11-28-2018ALL UNITS IN mmPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONA-B-330063001501400300SECTION BSCALE: N/ACHANNEL PLANSCALE: N/A100SECTION ASCALE: N/ASTEEL WEIR215300100010-15M85 77.5C-D-1230015012300150POOL PLANSCALE: N/A170040012000SECTION CSCALE: N/A10033003000400400SECTION DSCALE: N/A7515010006-10MCHANNEL SLABSCALE: N/AVERT. WALLSSCALE: N/A157205534040010005-20M @200mm68POOL SLABSCALE: N/ATEMP & SHRINKAGE STEEL 10M @ 100mmTEMP & SHRINKAGE STEEL 10M @ 100mm200750A PRELIMINARY DESIGN DRAFT KM 11-19-2018Black Tusk Engineering2250 Wesbrook MallVancouver, BCV6T 1W6btengineering@gmail.comUBC2329 WEST MALLVANCOUVER, BCV6T 1Z4BLACK TUSK ENGINEERING2250 WESBROOK MALLVANCOUVER, BCV6T 1W6UBC CCMSW MARINE & WESBROOKSURFACE POOLS ANDCHANNEL LAYOUTSN.F.C.N/A 11-26-2018 KM KM2 11-002 DB ADDED WEIR KM 11-27-2018C FIXED INCORRECT DIMENSIONS KM 11-28-2018D ADDED TEMP. & SHRINKAGE STEEL KM 02-03-2019ALL UNITS IN mmPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION80006000400014°400SIDE ELEVATIONSCALE: N/A91420328000150030001000 1000FRONT ELEVATIONSCALE: N/AA PRELIMINARY DESIGN DRAFT KM 11-28-2018Black Tusk Engineering2250 Wesbrook MallVancouver, BCV6T 1W6btengineering@gmail.comUBC2329 WEST MALLVANCOUVER, BCV6T 1Z4BLACK TUSK ENGINEERING2250 WESBROOK MALLVANCOUVER, BCV6T 1W6UBC CCMSW MARINE & WESBROOKOPERATION SHACKELEVATIONSN.F.C.N/A 11-28-2018 KM KM2 11-003 AALL UNITS IN mmPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONTYP. WALLS & FOOTINGSSCALE: N/A4004000750 50030030021030030M @ 300mm500500CONCRETE STRIP CONNECTION20020040030M @ 130mm295TYP. ROOF SLABSCALE: N/ATEMP. & SHRINKAGE10M @125mm130STIRRUP SPACING @ 600mmE CONCEPTUAL DESIGN KM 02-03-2019Black Tusk Engineering2250 Wesbrook MallVancouver, BCV6T 1W6btengineering@gmail.comUBC2329 WEST MALLVANCOUVER, BCV6T 1Z4BLACK TUSK ENGINEERING2250 WESBROOK MALLVANCOUVER, BCV6T 1W6UBC CCMSW MARINE & WESBROOKTYPICAL WALLS, FOOTINGS& ROOF DETAILN.F.C.N/A 11-26-2018 KM KM2 11-005 EALL UNITS IN mmPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONELEVATIONSSCALE: N/A54.89m54.73m53.98m53.08m 52.93m51.85m48.60m51.25mCHANNEL 1 (5 STEPS)POOL 1POOL 2POOL 3MAIN TANKSEXISTING STORMWATERSYSTEMCHANNEL 2 (5 STEPS)A CONCEPTUAL DESIGN DRAFT KM 02-03-2019Black Tusk Engineering2250 Wesbrook MallVancouver, BCV6T 1W6btengineering@gmail.comUBC2329 WEST MALLVANCOUVER, BCV6T 1Z4BLACK TUSK ENGINEERING2250 WESBROOK MALLVANCOUVER, BCV6T 1W6UBC CCMSW MARINE & WESBROOKPOND & TANK ELEVATIONLAYOUTN.F.C.N/A 11-26-2018 KM KM2 11-006 A1. ALL CHANNELS AND PONDS WILL BE ATGRADE2. EACH CHANNEL HAS FOUR (4) 15cm STEPS3. ALL UNITS IN METERSPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION5500120018°52600 SEC B: 27150 SEC A5500120018°13005500120018°300 300SEC B TANK EXCAVATIONSCALE: N/ASEC A TANK EXCAVATIONSCALE: N/AA CONCEPTUAL DESIGN DRAFT KM 02-03-2019Black Tusk Engineering2250 Wesbrook MallVancouver, BCV6T 1W6btengineering@gmail.comUBC2329 WEST MALLVANCOUVER, BCV6T 1Z4BLACK TUSK ENGINEERING2250 WESBROOK MALLVANCOUVER, BCV6T 1W6UBC CCMSW MARINE & WESBROOKTANK EXCAVATIONLAYOUTN.F.C.N/A 11-26-2018 KM KM2 11-007-02 AALL UNITS IN mmPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION120006000 30001200012000S HUT12x12m POOLCHANNELSMAIN TANKSSW MARINE DRIVE96000CCM130001140047502030054000750mm PIPETIE IN @ 123*14'1.62"N49*14'44.466"W1200mm PIPE2400 DIA MANHOLEGRIT AND OIL CHAMBERSA CONCEPTUAL DESIGN DRAFT KM 02-03-2019Black Tusk Engineering2250 Wesbrook MallVancouver, BCV6T 1W6btengineering@gmail.comUBC2329 WEST MALLVANCOUVER, BCV6T 1Z4BLACK TUSK ENGINEERING2250 WESBROOK MALLVANCOUVER, BCV6T 1W6UBC CCMSW MARINE & WESBROOKSITE LOCATION OVERVIEWN.F.C.N/A 11-26-2018 KM KM2 11-008-01 AALL UNITS IN mmPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONCCMSW MARINE DRIVEWESBROOK MALL120000100001050mm PIPE2400mm DIA MANHOLE123*13'55.896"N49*14'48.078"WJUNCTION S6D-S26A2400mm DIA MANHOLE123*13'59.928"N49*14'43.052"W5500A FINAL DESIGN DRAFT KM 03-31-2019Black Tusk Engineering2250 Wesbrook MallVancouver, BCV6T 1W6btengineering@gmail.comUBC2329 WEST MALLVANCOUVER, BCV6T 1Z4BLACK TUSK ENGINEERING2250 WESBROOK MALLVANCOUVER, BCV6T 1W6UBC CCMSW MARINE & WESBROOKSITE LOCATION OVERVIEWN.F.C.N/A 11-26-2018 KM KM2 11-009-01 AALL UNITS IN mmPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION3600240053°Ø13503003001950BEDDING SAND COMPACTEDTO 90%NATIVE SOIL BACKFILLPIPE EXCAVATIONSCALE: N/ATRENCH BAR FOR VERTICALAND HORIZONTAL SUPPORTA FINAL DESIGN DRAFT KM 03-31-2019Black Tusk Engineering2250 Wesbrook MallVancouver, BCV6T 1W6btengineering@gmail.comUBC2329 WEST MALLVANCOUVER, BCV6T 1Z4BLACK TUSK ENGINEERING2250 WESBROOK MALLVANCOUVER, BCV6T 1W6UBC CCMSW MARINE & WESBROOKPIPE EXCAVATIONAND SUPPORT LAYOUTSN.F.C.N/A 11-26-2018 KM KM2 11-010 AALL UNITS IN mmPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONTANK COLUMNSCALE: N/A900500300370045°300300A-10M TIES @300mm4-20M40mm CLEAR COVER10mm TIESSECTION ASCALE: N/AA FINAL DESIGN DRAFT KM 03-31-2019Black Tusk Engineering2250 Wesbrook MallVancouver, BCV6T 1W6btengineering@gmail.comUBC2329 WEST MALLVANCOUVER, BCV6T 1Z4BLACK TUSK ENGINEERING2250 WESBROOK MALLVANCOUVER, BCV6T 1W6UBC CCMSW MARINE & WESBROOKTANK COLUMNAND REINFORCEMENTN.F.C.N/A 11-26-2018 KM KM2 11-011 AALL UNITS IN mmPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONØ2134Ø1829Ø1524Ø1372Ø1220Ø1067Ø1067Ø1220Ø1372Ø1524Ø1829Ø2134457 457610 610762 7621067 10671219 12191372 137245745761061010671067914914762762686686MAXIMUM PIPE SIZE FORSTRAIGHT THROUGHINSTALLATIONMAXIMUM PIPE SIZE FOR RIGHTANGLE INSTALLATIONDRAWN BY:SCALE:DATE:DRAWING #:Andrew Cortese9265 OAK ST. VANCOUVER B.C.PH: 604 269-6700 FAX: 604 261-67511050mm through 2100mm ManholesNon-standard angles possible, call for specificproject situationsCHECKED BY:REVISION #:1:100May 27, 2014MAX-MH-1050-2100Rev. 0Maximum Pipe Sizes for ManholesØ2438Ø3048Ø3048Ø2743Ø2438Ø274315241829 18292134 21341524152415241372137212191219MAXIMUM PIPE SIZE FORSTRAIGHT THROUGHINSTALLATIONMAXIMUM PIPE SIZE FOR RIGHTANGLE INSTALLATIONDRAWN BY:SCALE:DATE:DRAWING #:Andrew Cortese9265 OAK ST. VANCOUVER B.C.PH: 604 269-6700 FAX: 604 261-67512400mm through 3050mm ManholesNon-standard angles possible, call for specificproject situationsCHECKED BY:REVISION #:1:100May 27, 2014MAX-MH-2400-3050Rev. 0Maximum Pipe Sizes for Manholes 81                 Appendix D: Cost Estimate    PROJECT MANAGEMENT AND CONSTRUCTION COST ESTIMATEDESCRIPTION UNIT QTY UNIT RATE TOTALDIVISION 1 GENERAL REQUIREMENTS1 Mobilization LS - - 15,000.00$                                                    2 Temporary Facilities LS - - 2,500.00$                                                       3 Temporary Traffic Management LS - - 500.00$                                                          4 Waste Disposal EA 24 350.00$                      8,400.00$                                                       5 Engineering and Testing LS - - 75,000.00$                                                    6 Plans and Specifications LS - - 15,000.00$                                                    7 General Labour LS - - 5,000.00$                                                       8 Rezoning Application LS - - 10,385.00$                                                    9 Building Permit LS - - 2,400.00$                                                       DIVISION 1 TOTAL 134,185.00$                                                  DIVISION 2 SITE WORK1 Clearing and Timber Salvage HA 1 17,500.00$                 17,500.00$                                                    2 Replanting and Landscaping HA 1 7,500.00$                   7,500.00$                                                       DIVISION 2 TOTAL 25,000.00$                                                    DIVISION 3 CONCRETE1 Concrete Placement (including formwork) M3 1750 207.00$                      362,250.00$                                                  2 Steel Reinforcement (Supply and Install) M3 43.75 250.00$                      10,937.50$                                                    3 Manhole Installation EA 3 4,000.00$                   12,000.00$                                                    DIVISION 3 TOTAL 385,187.50$                                                  DIVISION 5 METALS1 Steel weirs M2 36 50.00$                         1,800.00$                                                       2 Corrugated steel pipes (4m rad) LM 100 3,271.48$                   327,148.00$                                                  DIVISION 5 TOTAL 328,948.00$                                                  DIVISION 6 WOOD, PLASTICS, AND COMPOSITES1 PVC Pipe (Supply and Install) M 20 75.00$                         1,500.00$                                                       2 Geotextile (supply and install) M2 960 55.00$                         52,800.00$                                                    DIVISION 6 TOTAL 54,300.00$                                                    DIVISION 31 EARTHWORK1 Subgrade Excavation M3 4560.0 15.00$                         68,400.00$                                                    2 Granular Fill M3 4560 18.00$                         82,080.00$                                                    3 Subgrade Preparation M2 1430 1.75$                           2,502.50$                                                       4 Trenchbox Rental EA 1 1,250.00$                   1,250.00$                                                       DIVISION 31 TOTAL 154,232.50$                                                  DIVISION 35 WATERWAY AND MARINE CONSTRUCTION1 Sump (Grit and Oil) Chamber EA - - 7,500.00$                                                       2 Concrete Stormwater Pipe M 250 315.00$                      78,750.00$                                                    DIVISION 35 TOTAL 86,250.00$                                                    DIVISION 36 Special Construction1 Mini-Putt Facilities EA - - 500,000.00$                                                  DIVISION 36 TOTAL 500,000.00$                                                  GRAND TOTAL 1,668,103.00$                                               Constuction labour and material costs calculated using Unite Price Averages Report from the Alberta Infrastructure & Transportation. www.transportation.alberta.ca/Content/doctype257/production/unitpricelist.pdfProfessional Engineering Costs Derived from the ACEC BC Fee guidelineshttps://www.acec-bc.ca/media/36630/acecbcfeeguide16.pdf 84                 Appendix E: Construction Schedule            CONSTRUCTION SCHEDULEBlack Tusk Engineering Ltd.Project Start: 3/1/2019 Completion:#REF!Construction Start: 5/1/2019 1Ma198Ma1915Ma1922Ma1929Ma195Ap1912Ap1919Ap1926Ap193Ma1910Ma1917Ma1924Ma1931Ma197Ju1914Ju1921Ju1928Ju195Ju1912Ju1919Ju1926Ju192Au199Au1916Au1923Au1930Au196Se1913Se1920Se1927Se194Oc1911Oc1918Oc1925Oc191No198No1915No1922No1929No196De19TASK DESCRIPTIONPLANSTARTPLANENDDIVISION 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41PRE-CONSTRUCTION AND PROCUREMENT 3/1/2019 5/1/2019Public Notices 3/1/2019 3/21/2019 BProject Open-house - Pre-Construction Q&A 3/22/2019 3/22/2019 BDesign Approval and Modifications 3/23/2019 4/2/2019 BRelease for Tender 4/3/2019 4/3/2019 BTender Process 4/4/2019 4/14/2019 BContract Award 4/15/2019 4/15/2019 BPermitting 4/16/2019 4/26/2019 BMobilization 4/27/2019 4/30/2019 BProject Start-Up 5/1/2019 5/1/2019 BSITE WORK 5/1/2019 5/24/2019Clearing Trees and Shrubbery 5/1/2019 5/11/2019 BRemoval of Tress and Shrubbery 5/11/2019 5/14/2019 BSurveying 5/14/2019 5/24/2019 BDETENTION TANK 5/25/2019 8/2/2019Excavation of Tank Pit 5/25/2019 6/4/2019 RInstallation of Shoring 6/5/2019 6/7/2019 RTank Pit Subgrade Preparation 6/8/2019 6/12/2019 RInstallation of Impermeable Geotextile Layer 6/13/2019 6/14/2019 RGravel Levelling Bed Placement 6/15/2019 6/17/2019 RInstallation of Second Geotextile Layer 6/18/2019 6/19/2019 RFormwork Placement 6/20/2019 6/22/2019 YRebar Placement 6/23/2019 6/28/2019 YConcrete Pour 6/29/2019 6/30/2019 YConcrete Curing and Waterproofing 7/1/2019 7/4/2019 YFormwork Removal 7/5/2019 7/6/2019 YInstallation and Assembly of Tank Corrugated Pipes 7/7/2019 7/11/2019 OInstallation and Assembly of Tank and Grit Chamber Elements 7/7/2019 7/11/2019 OInstallation of Inflow and Outflow Piping Attachments 7/12/2019 7/14/2019 OSeal Inlet and Outlet Connections 7/15/2019 7/16/2019 OShoring Removal 7/17/2019 7/18/2019 RLaying Native Material Backfill 7/19/2019 7/21/2019 RLaying Gravel Backfill 7/22/2019 7/23/2019 RInstallation of Impermeable Geotextile Layer 7/24/2019 7/25/2019 RLaying Engineered Soil to Grade 7/26/2019 7/27/2019 RSoil Compaction 7/28/2019 8/2/2019 RPONDS AND CHANNELS 5/25/2019 9/8/2019Excavation of Full Perimeter 5/25/2019 5/31/2019 RInstallation of Shoring 6/7/2019 6/11/2019 RInstallation of Impermeable Geotextile Layer 6/12/2019 6/13/2019 RGravel Levelling Bed Placement 6/14/2019 6/18/2019 RInstallation of Second Geotextile Layer 6/19/2019 6/20/2019 RFormwork Placement 6/21/2019 6/26/2019 YRebar Placement 6/27/2019 7/12/2019 YConcrete Pour 7/13/2019 7/16/2019 YConcrete Curing and Waterproofing 7/17/2019 7/22/2019 YFormwork Removal 7/23/2019 7/25/2019 YInstallation of Steel Weirs 7/26/2019 7/27/2019 YInstallation of Drainage Membrane 7/27/2019 7/29/2019 RInstallation of Geotextile Layer 7/28/2019 7/29/2019 RLaying Topsoil and Ballast 7/30/2019 8/1/2019 RPlanting Aquatic Vegetation 8/2/2019 8/6/2019 OInstallation of Inflow and Outflow Piping Attachments 8/7/2019 8/11/2019 OSeal Inlet and Outlet Connections 8/12/2019 8/14/2019 OShoring Removal 8/15/2019 8/16/2019 RLaying Gravel Backfill 8/17/2019 8/20/2019 RSoil Compaction 8/21/2019 8/26/2019 RLaying Rip-rap 8/27/2019 8/28/2019 RLandscaping and Planting Vegetation 8/29/2019 9/8/2019 BMINI-PUTT FACILITY 8/31/2019 11/15/2019Site Surveying 8/31/2019 9/4/2019 BSite Grading 9/5/2019 9/10/2019 RExcavation 9/11/2019 9/16/2019 RFormwork Placement 9/17/2019 9/20/2019 YRebar Placement 9/21/2019 9/24/2019 YConcrete Pour 9/25/2019 9/27/2019 YConcrete Curing 9/28/2019 10/3/2019 YFormwork Removal 10/4/2019 10/5/2019 YGrade preparation for Carpet Installation 10/6/2019 10/8/2019 PInstallation of Putting Carpet 10/9/2019 10/14/2019 PInstallation of Theme Elements and Props 10/15/2019 10/23/2019 PCurb Installation 10/24/2019 10/29/2019 PTrimming and Finishing 10/30/2019 11/9/2019 PLandscaping and Planting Vegetation 11/10/2019 11/15/2019 BPARKING LOT 9/5/2019 9/20/2019Site Grading 9/5/2019 9/7/2019 RExcavation 9/8/2019 9/9/2019 RSubgrade Preparation 9/9/2019 9/10/2019 RLaying Engineered Soil 9/10/2019 9/11/2019 RSoil Compaction 9/11/2019 9/13/2019 RInstallation of Impermeable Geotextile Layer 9/13/2019 9/14/2019 RGravel Levelling Bed Placement 9/14/2019 9/15/2019 RGravel Layer Compaction 9/15/2019 9/16/2019 RPlanting Grass Strip 9/16/2019 9/20/2019 Bhttps://www.vertex42.com/ExcelTemplates/construction-schedule.html Construction Schedule Template © 2017 by Vertex42.comConstruction Start: 5/1/2019 1Ma198Ma1915Ma1922Ma1929Ma195Ap1912Ap1919Ap1926Ap193Ma1910Ma1917Ma1924Ma1931Ma197Ju1914Ju1921Ju1928Ju195Ju1912Ju1919Ju1926Ju192Au199Au1916Au1923Au1930Au196Se1913Se1920Se1927Se194Oc1911Oc1918Oc1925Oc191No198No1915No1922No1929No196De19TASK DESCRIPTIONPLANSTARTPLANENDDIVISION 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41SYSTEM CONNECTIONS 9/8/2019 11/8/2019Air Valves Installation on Tank 9/8/2019 9/18/2019 OPipe Installation from Last Pond to Grit Chamber 9/19/2019 9/27/2019 OPipe Installation from Tank to Storm Main 9/28/2019 10/8/2019 OPipe Installation from Storm Main to First Pond 10/9/2019 10/23/2019 OManhole Construction at System Connections 10/24/2019 11/8/2019 YPROJECT COMPLETION 11/15/2019 11/30/2019Deficiencies 11/15/2019 11/25/2019 BCommissioning 11/26/2019 11/28/2019 BDemobilization 11/29/2019 11/30/2019 BXXXInsert new rows ABOVE this oneConstruction Schedule Template © 2017 Vertex42.comhttps://www.vertex42.com/ExcelTemplates/construction-schedule.htmlhttps://www.vertex42.com/ExcelTemplates/construction-schedule.html Construction Schedule Template © 2017 by Vertex42.com

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