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Stadium Road Neighborhood Underground Car Parkade and Water Storage/Detention Facility Lee, James; Angustia, Jason; Suwanchotsiri, Nan; Liu, Xu Xin; Han, Zizheng; Lewis, Alfred 2019-04-07

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UBC Social Ecological Economic Development Studies (SEEDS) Sustainability Program Student Research Report        Stadium Neighborhood Underground Parkade and Water Storage James Lee, Jason Angustia, Nan Suwanchotsiri, Xu Xin Liu, Zizheng Han, Alfred Lewis University of British Columbia CIVL 446 Themes: Water, Climate, Land April 10, 2019         Disclaimer: “UBC SEEDS Sustainability Program provides students with the opportunity to share the findings of their studies, as well as their opinions, conclusions and recommendations with the UBC community. The reader should bear in mind that this is a student research project/report and is not an official document of UBC. Furthermore, readers should bear in mind that these reports may not reflect the current status of activities at UBC. We urge you to contact the research persons mentioned in a report or the SEEDS Sustainability Program representative about the current status of the subject matter of a project/report”. UBC Social Ecological Economic Development Studies (SEEDS) Sustainability Program  Student Research Report   Stadium Road Neighborhood Underground Car Parkade and Water Storage/Detention Facility   James Lee Jason Angustia Nan Suwanchotsiri Xu Xin Liu Zizheng Han Alfred Lewis  University of British Columbia CIVL 446 April 7th, 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”.  Executive Summary  Siksin Consultants Ltd. has been tasked with developing a mixed solution of a car parkade and stormwater management system project to mitigate extreme flooding that may occur in a 1 in a 100-year storm event around the area of Marine Drive and West 16th Avenue, Vancouver. The goal of the design also includes creating a neighborhood welcoming atmosphere recreational area for the future neighborhood development. On the surface, the parkade, bioswales, skate board park and amphitheater act as a part of the stormwater collecting system. In an extreme storm event, the skate park and amphitheater are intended to hold and temporary store stormwater to help slow down rainfall runoff and prevent erosion at the cliff. Under normal weather circumstances, precipitation is collected from the car parkade to the bioswales along the current slopes down to the field. The bioswales serve to control the runoff flow rate and act as a natural filtration system. The collected water then travels through underdrain beneath the bioswales and is stored in the underground retention pipe system. An UV filtration system is also installed for water purification purposes. Once the storage tanks have reached its capacity, additional water is left at the various collection points for natural infiltration and evapotranspiration or transported directly to the sea through existing pipes.	 The existing car parkade is also revamped. A solar panel roof is added to provide renewable energy to the stormwater management system, in particular, supply energy to the pump. The current concrete ground is replaced by permeable porous asphalt to help infiltrate stormwater and additional storm drains will be placed for extra drainage. The car parkade capacity is reduced to 80 spots to encourage the use of alternative sustainable transportation methods.   The design also includes a reduction in number of lanes along West 16th Ave from two lanes to reducing one side of West 16th Ave road adjacent to the project site. The expansion of the green space median is also recommended. In addition, tennis courts and a playground are added to provide additional recreational area for the surrounding neighbourhood and future residences. Ultimately, the proposed design has a total of 4100m3 of stormwater retention capacity. The total updated cost estimate is $4,645,000.  The proposed construction date is May 1st, 2019 and has an expected duration of 131 days, completing on September 9th, 2019. Slight changes in schedule and project costs are anticipated given that unexpected events may occur during the construction phase.  Table of Contents Executive Summary ........................................................................................................................ 2	Table of Contents ............................................................................................................................ 4	List of Figures ................................................................................................................................. 7	List of Tables .................................................................................................................................. 8	1.0 Introduction ............................................................................................................................... 9	2.0 Project Description .................................................................................................................. 10	2.1 Project Scope ....................................................................................................................... 10	2.2 Site Description ................................................................................................................... 10	3.0 Key Design Components ........................................................................................................ 11	3.1 Underground Hydrological Components ............................................................................ 12	3.1.1 Water Detention System ............................................................................................... 12	3.1.2 Water Retention System ............................................................................................... 12	3.1.3 Ultraviolet (UV) light Filtration System ...................................................................... 13	3.1.4 Clean Water Distribution. ............................................................................................. 14	3.1.5 Drainage Pipe ............................................................................................................... 14	3.2 Car Parkade ......................................................................................................................... 14	3.3 Bioswales ............................................................................................................................ 16	3.4 Amphitheatre ....................................................................................................................... 18	3.5 Playground .......................................................................................................................... 19	3.6 Tennis court ......................................................................................................................... 21	3.7 Skateboard park ................................................................................................................... 23	3.8 West 16th Ave Southbound ................................................................................................. 24	4.0 Design Life and Loads ............................................................................................................ 25	 5.0 Technical Considerations ........................................................................................................ 26	5.1 Hydrotechnical considerations ............................................................................................ 26	5.1.1 Net Input Stormwater Volume of 100-year Storm ....................................................... 26	5.1.2 Zero net flow ................................................................................................................ 26	5.1.3 Minimum collection pipe diameter ............................................................................... 27	5.2 Skateboard Park ................................................................................................................... 27	5.3 West 16th Ave. ..................................................................................................................... 27	6.0 Standards and software packages used in the design. ............................................................. 28	7.0 Construction specifications ..................................................................................................... 28	7.1 Draft Plan of Construction Work ........................................................................................ 28	7.2 Anticipated Construction Issues .......................................................................................... 32	8.0 Scheduling ............................................................................................................................... 32	9.0 ServiceLife Maintenance Plan ............................................................................................ 33	10.0 Updated Cost Estimate and Schedule ................................................................................... 35	11.0 CONCLUSION ..................................................................................................................... 35	APPENDIX A. Construction Drawings ........................................................................................... I	APPENDIX B. Sample Calculations .............................................................................................. II	B.1. Car Parkade .......................................................................................................................... II	1. Load calculation .................................................................................................................. II	2. Design of column ............................................................................................................... III	3. Foundation Design ............................................................................................................. III	B.2. Hydrotechncial Design ...................................................................................................... IV	1. 10-yearstrom event analysis .............................................................................................. IV	 2. Pipe diameter calculation ................................................................................................... IV	APPENDIX C. Scheduling ........................................................................................................... VI	APPENDIX D. Cost Estimation .................................................................................................. VII			 	 List of Figures Figure 1: Location of project site (retrieved from Google Maps) ................................................ 11	Figure 2: Location and general dimensions of design components .............................................. 11	Figure 3: Schematic diagram of retention system network. ......................................................... 13	Figure 4. Image of proposed solar panel parked ........................................................................... 15	Figure 5: Bioswale Design Section View ..................................................................................... 17	Figure 6: Bioswale Plan view ....................................................................................................... 17	Figure 7: Side view of the Amphitheatre ...................................................................................... 18	Figure 8: Front View of the Amphitheatre ................................................................................... 18	Figure 9: Top View of the Amphitheatre ...................................................................................... 19	Figure 10: Type of playground equipment on the South play area ............................................... 20	Figure 11: Plan view of the playground equipment on the South play area with design specifications ................................................................................................................................. 21	Figure 12: Arch swings to be placed on the North play area ........................................................ 21	Figure 13: Layout of the Tennis Court ......................................................................................... 22	Figure 14: Groundwork of the Tennis Court ................................................................................ 22	Figure 15: Plan View of Skateboard Park ..................................................................................... 23	Figure 16: Typical Drainage Inlet design for the Skateboard Park .............................................. 24	Figure 17: IDF For UBC VANCOUVER AREA, 2020 ............................................................... 26	Figure 18: Summary of the Construction Schedule ...................................................................... 33	  List of Tables Table 1: Team Member Roles and Responsibilities ....................................................................... 9	Table 2: Design loads of main components .................................................................................. 25	    1.0 Introduction                                                                                        The following Final Design Report has been developed by Siksin Consultants, Ltd. to provide a detailed design of the Stadium Neighbourhood Underground Parkade and Water Storage at the University of British Columbia (U.B.C.) and is intended to be used with the attached appendices for reference.       Since September 2018, both clients P. Eng Doug Doyle and David Gill from the UBC SEEDS indicate that current stormwater systems near the intersection of Marine Drive and West 16th Avenue at the University of British Columbia in Vancouver, would be incapable of handling increased demands from both the upcoming Stadium Road Neighbourhood and larger storm events. There is also a concern that the increased amount of stormwater would cause cliff erosion at the outfalls located nearby the project site.   The final detailed design by Siksin Consultants is designed to address said concerns while also providing the means for improving campus aesthetics. The design also meets other criteria that is deemed important as identified by Siksin Consultants, and recommendations moving forward have been provided. Table 1 outlines each member of Siksin Consultants Ltd. and their respective roles and responsibilities.  Table 1: Team Member Roles and Responsibilities Team Member Roles and Responsibilities Jason Angustia Design of skateboard park and West 16th Aveneue. Zizheng Han Design of hydrological components and cost estimation. James Lee Design of car parkade and scheduling. Alfred Lewis Design of tennis court and cost estimation. Xu Xin Liu Design of Playground and hydrological components. Nan Suwanchotsiri Design of bioswales, Amphitheatre and scheduling  2.0 Project Description 2.1 Project Scope In this Final Design Report, the scope of work is intended to meet the deliverables as requested by the clients. Note that the design drawings and calculations in this report are a continuation of the Preliminary Design Report.   The final design includes detailed designs of structures and appropriate calculations, a revised construction plan, an updated Class D cost estimate and schedule, and some recommendations moving forward.  Guiding the overall project design are four essential objectives that must be fulfilled: ● Develop an efficient solution of a parkade and water storage/retention tanks, with a focus on creating a controlled stormwater management system capable of handling increased demands ●  Design using best practices approach, with sustainability as a key foundation for enhancing the UBC environment and atmosphere ● Enrich the surrounding neighbourhood by creating community facilities  ● Encourage other modes of transportation by minimizing parking space 2.2 Site Description The project site is located next to the intersection of Marine Drive and West 16th Avenue, Vancouver, as shown in the Figure 1 below. University of British Columbia proposes plans to relocate the existing Stadium at the project site and the addition of an upcoming Stadium Road  Neighbourhood. In the development of the Final Design Report, information regarding the site have been provided by the clients, and is referenced to in developing the conceptual designs.   Figure 1: Location of project site (retrieved from Google Maps) 3.0 Key Design Components   In the development of the project, Siksin Consultants, Ltd. has noted that a fair approach to addressing the client's objectives is through the use of multiple structures. Figure 2 below shows the general location and dimension of each component. A description of the structures and their capabilities are provided in the following sub-sections.   Figure 2: Location and general dimensions of design components   3.1 Underground Hydrological Components The stormwater management system includes water retention, detention, filtration, outflow into the ocean, and supply to the new stadium. In the preliminary design stage, for 10-year storm event, it was found that the volume of storm water in the catchment area is 850 m3 (Appendix B.2.1). On the other hand, for 100-yr storm event, the required capacity is 4000 m3, shown in Section 5.1.1, Hydrotechnical considerations. To store these two volume, Siksin Consultants, Ltd. decided to design a hydro system with both retention and detention functionalities. The detention system including stake park and amphitheater can hold a volume of 3250 m3 in the case of an extreme storm event. As a result, providing additional time for water to flow into the detention system with a slower rate.  Meanwhile, the detention pipe operates to hold a volume of 850m3 on a normal basis.  3.1.1 Water Detention System Three on-surface water management facilities are designed to provide a dual functionality: retention and entertainment. The on-surface structures include a skateboard park and an amphitheater with a total water detention capacity of 3250 m3. Below grade structure is a storage pipe system with a detention capacity of 850 m3. Combined, the overall capacity of water detention is 4100 m3 and can sufficiently store 4000 m3 of water in the case of the most extreme storm event. 3.1.2 Water Retention System The below grade storage pipe system mentioned in Section 3.1.1 is also capable of acting as a retention system. The system consists of 6 parallel HDPE pipes, each pipe measuring 2 meters in diameter and 45 meters in length. Having a total volumetric capacity of 850 m3, the system is  designed to handle the runoff volume of a 30-min, 100-year storm event with zero net flow. HDPE pipe were chosen due to the relatively higher strength to weight ratio, higher corrosion-resistant, and economic cost, compared to steel pipes. Four of the six large diameter pipes are designed for storing untreated water, and the other two are for treated water following a UV treatment. Figure 3 is a simple schematic diagram for storage pipes. During normal rain days, the treated water is used to supply the Thunderbird Stadium for non-potable activities. During an intense storm event, water is discharged through the drainage pipes. Additional information for the drainage pipes can be found in Section 3.1.6.  Figure 3: Schematic diagram of retention system network. 3.1.3 Ultraviolet (UV) light Filtration System The UV light filtration system will be installed to treat the water that is supplied to the new stadium. The level of filtration is designed for irrigation and non-potable use only. The disinfection system uses a unit of 250 Watt, 0.5L/s VIQUA S8Q-PA ultraviolet disinfection light. Water disinfected is stored in treated water tanks.  3.1.4 Clean Water Distribution.  Clean non-potable water is provided to the new Thunderbird Stadium by controlling the water level in the corresponding detention/retention tanks. A 250mm HDPE pipe is used to transport the disinfected water from the retention tank to the new Thunderbird Stadium via a pump at a flow rate of 10 L/s. The new stadium is proposed to be 160 m away from the storage system and has a high elevation of 7m. Using a pipe loss calculator, we obtain a friction loss of 20.6m; as a result, the pipe head is 27.6m and is rounded up to 30m for potential minor losses. In this case, one CRE 32-1 pressure boosting pump is sufficient and is used. 3.1.5 Drainage Pipe  The HDPE drainage pipe is connected to existing storm sewer pipes located along the West 16th Ave. The pipes are located 210 meters away with a diameter of 600mm. This is consistent with the design’s collection pipe and is used to expel excess stormwater at the associated outfall.  3.2 Car Parkade The future outdoor car parkade remains at the existing location with a lower capacity. The number of parking spots is intentionally reduced to encourage the use of public and other means of transportation. A total of 80 standard car parking spots are provided, which is two thirds of the average daily user demand based on the credit card transaction data supplied by the client.   The construction of the parkade roof includes a solar energy storage panel system similar to the one displayed in Figure 4. The stored solar energy supplies electrical energy to the water supply pump used for delivering filtered water from the water detention system to the new stadium. An external contractor is hired to construct the solar panel roof system.   Figure 4. Image of proposed solar panel parked  (https://news.energysage.com/solar-canopy-installations-bring-shade-clean-energy-parking-lot/)  In terms of structural analysis, the anticipated applied loads mainly consist of gravity load and earthquake load. Following the National Building Code of the Canada (NBCC), the worst load combination of these two are calculated as 6.1 kPa (Appendix. B.2.2). Taking this into account, 44 columns and 11 square footings are needed for the new car parkade. The column section is HSS 152 X 9.5 with two of them required to construct a single set of columns.  Each group of columns is installed on a single footing, resulting in a total of 22 columns in each row (2 rows of columns in total). The dimension of the footing is 1m x 1m x 0.5m and are installed at a depth of 2m from the surface of the car parkade (Appendix A).   0.5m to 0.8m of asphalt will be placed above the ground surface and the subsurface soil layers remain unchanged after ground consolidation. Low to medium degree of soil consolidation is required to withstand future loads from the car parkade roof and column. Furthermore, asphalt layer surface is 2 degrees negatively sloped towards bioswales to direct stormwater runoff to the bioswales.   3.3 Bioswales The runoff water from the parkade and Stadium Road is guided towards the bioswales through the gentle slope design of the parkade. The bioswale layout has a 350mm thick growing medium on top, 100mm sand layer, 100mm pea gravel and the remaining 940mm drain rock. A perforated PVC pipe underdrain runs through the drain rock to guide water out of the bioswale into the retention tank during heavy rainfall events that floods the bioswale. A mesh filter is installed in between the pea gravel and the drain rock to prevent piping of fine material through the bioswale. The bioswale design for the steep slope between the parkade and the skatepark is illustrated in Appendix A.   The steep slope along the east side of the project site makes it ideal to utilize stepped bioretention cells with check dam and spillway to slow down the runoff and filter pollutants from the runoff water. The design of the check dam can be found in Appendix A. Under low runoff rate, the water will infiltrate directly beneath the bioswale and under high runoff rate, the water can overflow the check dam into the next spillway. Rock pits are placed upstream and at the toe of the check dam to reduce erosion caused by the water passing through the spillway. The check dam between bioretention cell prevents the erosion of growing medium in each cell. The sand and pea gravel under the growing medium help to remove pollutants from runoff water before the water flows into the filtration system. Perforated pipes are installed in the last bioretention cell to transport infiltrated water into the retention tank. A section view of the bioswale components is depicted in Figure 5 below. The plants and vegetation on the bioswales will be monitored monthly. Gardening should be done weekly on the bioswale to ensure best performance.   Figure 5: Bioswale Design Section View  The bioswales span 50m along the slope with four rows of 1.6m wide bioretention swales down the slope, making the total length 6.4m. The slope of the bioswale is 20°. 	Figure 6: Bioswale Plan view  Figure 6 above illustrates how the check dams will be installed for the bioswale. The arch shape with thick base will help resist the load applied by soil and water. The check dam is 5m long and 1.6m high and is constructed with precast corrosive resistant concrete. The rebars used prevent  steel corrosion and provide shrinkage protection. Ten check dams per row of the bioretention cell is required to span the 50m long bioswale. A total of 40 check dams will be used. 3.4 Amphitheatre The Amphitheatre is an oval bowl structure to facilitate gravitational water flow into the basin. Four semi-circular concrete steps are installed on the North side of the basin to provide seating area. The South side will have a mellow 3° slope that gradually increases to 6° to provide picnic and recreational space. The Amphitheatre is 35m x 50m with a depth of 2m on the concrete step section. The concrete steps are prefabricated and are 1m wide and 0.5m deep. Underdrains are installed underneath the gravel in the Amphitheatre to filter and guide water into the retention tank.   Figure 7: Side view of the Amphitheatre  	Figure 8: Front View of the Amphitheatre   	Figure 9: Top View of the Amphitheatre  3.5 Playground The playground is located at the center of the design and is divided into two recreational areas. The entire play area will have fall absorbing ground cover and provide sufficient fall zone as required by CSA Z614-14. In addition, all playground equipment is pre-manufactured and comply with CSA standards as stated by the manufacturer. The expected live load is 4.79kN/m2 assuming that playground conditions are similar to a gymnasium as identified in NBCC. The larger circular area on the South will contain the majority of the play equipment shown in Figure 10 below. The equipment is suitable for children from ages 5 to 12, have the capacity to carry a total of 97 people and weigh 8603.64kg. A plan view of the South play area with detailed design  specifications is shown in Figure 11 below. The second circular area on the North West side of the play area will contain arch swings and are suitable for children ages 2-12 as depicted in Figure 12. Two sets of swing will be installed and weigh 363.94kg in total. The design life of the playground is 10 years with regular maintenance. The equipment must then be updated or installed again at the end of its design life.  Figure 10: Type of playground equipment on the South play area	   Figure 11: Plan view of the playground equipment on the South play area with design specifications   Figure 12: Arch swings to be placed on the North play area  3.6 Tennis court Four tennis courts are located next to the playground for recreational purposes and occupy a total area of 3000m2 on the South of the site. The tennis court is layered with 6mm thick Poraflex porous acrylic sport surface to prevent water retention on the court, especially in Vancouver’s rainy climate. In addition, Poraflex’s durable, wear resistant and cushioning properties last throughout seasonal temperature changes. The measurements and spacing of the tennis courts are shown in Figure 13.   Figure 13: Layout of the Tennis Court  The subsurface layers of the tennis court have rapid drying and drainage properties illustrated in Figure 14 below. The water can quickly permeate through the porous acrylic sports surface and into the ground underneath the tennis court.  Figure 14: Groundwork of the Tennis Court   3.7 Skateboard park Another component of the project design is the skateboard park as seen in Figure 15.  The addition of the skateboard park has two functions, the primary being a structure capable of retaining 1250m3 of rainwater, and the secondary being for recreational purposes.  In terms of construction, the structure will be made using a concrete mix of 28MPa, which is air-entrained to improve resistance against freeze-thaw effects and improve overall longevity. A minimum 100mm thickness of concrete will be used to create the structure with certain parts of the park being reinforced with rebar. The life expectancy of the structure is expected to be 30+ years with minimal maintenance required.   Figure 15: Plan View of Skateboard Park  In the case of the specified design and elevation of the skateboard park, below-grade drainage will be used. Two drain inlets located near the North and South ends of the structure will slope into drain boxes that have attached to them 11cm diameter PVC pipes. These sloped drain pipes are connected to a larger diameter pipes that empties into the detention tanks located underneath  the Amphitheatre. As shown in Figure 16, the drain inlets have filters added to effectively remove larger sediments and materials before discharging into the pipes attached. Maintenance to these drain boxes should be done on a quarterly basis to ensure cleanliness and to prevent accumulation of debris.  Figure 16: Typical Drainage Inlet design for the Skateboard Park  3.8 West 16th Ave Southbound A final component to the Project Design is the change to the Southbound lane of West 16th Ave as seen in the Appendix A. Construction Drawings Page 8. Note however, that changes to a road requires jurisdiction and approval from city/provincial bodies. Therefore, the design is still in the infancy stage and requires further approval from transportation engineers associated with those city/provincial bodies.   According to data produced by UBC Vancouver Transportation, there are more cars heading Northbound than Southbound throughout the day. Therefore, Siksin Consultants, has  incorporated into the design, a reduction in the number of lanes from two to one, for the West 16th lane heading Southbound.  A 75m merging lane along the avenue located, just at the roundabout off of East Mall and West 16th Ave, is implemented. The setup works perfectly as the existing right-hand side of the southbound lane is forked at the end such that vehicles and cyclists can travel north or south along Southwest Marine Dr. This leaves about 1400 m^2 of surface area to capture rainfall by extending the median along the Ave across one full road lane width of 4m, spanning all the way from the end of the merging lane to SouthWest Marine Drive. This configuration is aimed at decreasing the amount of surface runoff while increasing the area of water penetration into soil.		4.0 Design Life and Loads   The project has a design life of 100 years. Each element of the project is subjected to their own design life given the difference in material and structural properties and intended use. For example, the consequence of each material’s exposure to different climate and chemicals.  However, with proper maintenance, the overall design life can be achieved. Standard design life of each component is taken into consideration. In addition, given the difference in various design loads (i.e. expected live load), Table 2 below shows the design load for each component. Table 2: Design loads of main components  Elements Design Load (kN) Area(m2) Pressure (kPa) Above ground Parking Lot 18751 3024.748 6.2 Bioswales 5023 320 15.6 Amphitheatre 25751 1750 14.7 Skate Park 41498.6 806 51.4 Play ground 351.8 514.5 0.7 Below ground Pipes (min) 1120 630 1.8 Pipes (max) 11673.9 630 18.5  5.0 Technical Considerations	In the development of the components and their respective drawings, certain key considerations are taken into account and are listed below as follows.  5.1 Hydrotechnical considerations 5.1.1 Net Input Stormwater Volume of 100-year Storm The net stormwater input volume is 4000m3 obtained by multiplying total PPT of 100-year, 24hr duration depicted in Figure 17 by the total area of the catchment of 3.2Ha. This volume is used as the design volume for the detention system.  Figure 17: IDF For UBC VANCOUVER AREA, 2020 5.1.2 Zero net flow The objective of zero net flow is to have no water outflow during short duration higher intensity periodic rainfall events. As a result, the 100-year, 30min duration rainfall is used with a resulting  net input volume of 660m3. In this case, a storage tank with a minimum volume of 660m3 should be designed. 5.1.3 Minimum collection pipe diameter  Other than the above requirements indicated by the client, Siksin Consultants, Ltd. realize that having stale stormwater in surface detention facilities should be avoided. Therefore, one of the goals include dispelling stale water within 7 days without additional energy input. Taking advantage of nature slope and elevation differences from surface facilities to storage tank, stale water can be removed. The calculate the minimum collection pipe diameter is 600mm with the detail calculations in Appendix B2.2. 5.2 Skateboard Park Constructing a future skateboard park in a field expected of large rainfalls means the ground should be consolidated to be capable of holding such load. As a result, the topsoil and any organic material should be completely removed to prevent further unwanted consolidation. A licensed geotechnical engineer should be contacted for determining proper soil stratigraphy and an experienced excavating contractor should be hired. 5.3 West 16th Ave. In designing the West 16th Ave. changes, there were two main criteria that had to be met. The first being that the West 16th Ave. should have minimal design changes to minimize overall budget costs and traffic flow inefficiency. The second being that water surface run-off should be reduced. The suggested design incorporates a 75m merging lane that is adjacent to the median and then extending the median at the end of the merging lane, a full lane width, and spanning till  the South West Marine Drive. Provided all this, making the changes still requires obtaining information from BC One Call for utilities underground, and applying BC Transportation codes to ensure that such changes are viable. In addition, extending the median a full road width on the Southbound section of West 16th Ave means having to adhere to Vancouver municipal design standards for designing the new median in order to make efficient rainfall infiltration.   6.0 Standards and software packages used in the design.  In the development of the designs, Siksin Consultants have used AutoCAD as their primary source for designing and specifying structure and structure dimensions. All designs in the report are classified as “FOR CONSTRUCTION” unless explicitly stated otherwise. In addition, all units in the drawings attached are in metres unless explicitly stated otherwise.  The design, construction and maintenance of recreational and park areas will follow the Parks Control bylaw and Park Development Standards.  7.0 Construction specifications  7.1 Draft Plan of Construction Work The construction of the entire project is expected to be completed in the following order. 1. Obtain grade and building permits 2. Construction site fencing and place safety regulations and notices 3. Site cleanup to remove all unnecessary components (i.e. organic matter) 4. Material and construction equipment procurement 5. Marking of construction layout with accurate dimensions and orientation  6. Excavation for all design components 7. Retention tank and pump installation a. Install all storage pipes 1m from ground elevation b. Connect HDPE pipes using 50mm diameter screws (refer to Appendix A) c. Pump house and UV light cage i. Construct wood frame and steel reinforcement for concrete structure ii. Pour concrete into the wood frame and around steel reinforcement iii. Install CRE 32-1 pumps into pump house and connect to the storage and supply pipes iv. Install the reactor chamber, UV lamps, quartz sleeve and controller unit for UV filtration system v. Install ventilation and cooling system vi. Install lighting fixtures d. Assemble stairs to access pump house and UV facilities for maintenance purposes 8. Construction of design components (concurrent): a. Car parkade construction i. Ground consolidation for parkade area ii. Layout and dig footings iii. Assembling footing formwork iv. Use concrete shutters to properly shape concrete and prevent contact with soil v. Pour concrete into footings vi. Construct and connect concrete columns to footings for parkade roof vii. Construct general roof structure using and install solar panels viii. Place Concrete stopper for individual parking spaces ix. Paint the parking space dividers and place necessary wayfinding signs x. Install payment machine  b. Skatepark construction i. Place approximately 10 cm of wet crushed gravel and compact ii. Construct structural steel reinforcement iii. Pour 0.1m depth of 28 MPa concrete over compacted gravel and soil. iv. Install and connect below grade drainage pipes (min. diameter of 11cm, best PVC) at the lowest elevations of the skatepark with storm drain filters v. Screed the concrete for shaping and truing the surface meter by meter into the desired shape vi. Float finish concrete to smooth the surface of the concrete by evening the high and filling the low spots vii. Re-float entire surface and round the outside edges viii. Trowel to bring a glossy polished concrete surface ix. Strip formwork without disturbing the concrete x. Cure the concrete until the desired strength (recommended that the concrete is kept moist for at least four weeks) c. Tennis court construction i. Establish subsurface and surface drainage ii. Conduct rough and fine grading iii. Construct the base and install and cure the pavement iv. Construct footings for net posts and lighting fixtures v. Level and patch surface pavements vi. Apply cushion and colour coating vii. Tape and paint the court lines viii. Construct access road to the courts ix. Install lighting fixtures, net posts and nets d. Playground construction  i. Construct concrete foundation ii. Level the site surface iii. Stake use zones and fall zones iv. Dig holes at the required locations for equipment installation v. Assemble and install the playground equipment  vi. Install engineering certified wood fibre to the surface e. Bioswale construction i. Remove additional soil to construct the steps at designed elevation ii. Scarify bottom and sides of native soils and construct concrete check dams for each step iii. Install underdrains beneath each bioswale step iv. Install pipes and connect underdrains to the stormwater retention system v. Place 350mm of growing medium, 100mm of sand, 100mm of pea gravel and drain rocks over the bioswale foundation vi. Plant and irrigate the vegetation vii. Apply mulch on the soil surface  f. Amphitheatre construction i. Excavate ground to a depth of 3m ii. Install underdrain beneath the trough of the amphitheatre and connect to stormwater retention system pipes iii. Construct casing for the underground pipes  iv. Refill 1m of soil on top of the pipe casing v. Construct curved concrete steps on the North side of the amphitheatre vi. Fill the rest of the amphitheatre with the layers of subsurface material and shape the side slopes of the amphitheatre vii. Plant vegetation on the soil surface  9. Inspection and testing of electrical and plumbing works 10. Pump/retention tank inspection and test 11. Paint features and place necessary road, safety warning, and direction signs 12. Recreation zone commission 7.2 Anticipated Construction Issues Issues that might occur during construction include shifts in subsurface conditions due to additional structural loads. This is in spite of the current design which aims to minimize the impact on nearby structures. In addition, project delays may occur due to unexpected weather conditions, difficulties in acquiring permits, funding issues, neighbourhood complaints, and equipment or material shortages. Various changes may also occur during the construction phase including policy change, building code change, change or additional requirements by the client, and change of key personnel in the construction team. However, majority of the issues listed above can be avoided or mitigated by thorough construction planning and early procurement.  8.0 Scheduling  The project’s construction schedule is provided in Appendix C. The project construction is scheduled to last 4 months, commencing on May 1st, 2019 and completed in September 9th, 2019 which is 131 days or 4 months. The construction schedule is attached in Appendix C and provides a summary, the detailed schedule, and the critical path of the construction sequence. Site preparation takes 33 days, Excavation takes 7 days, retention system takes 26 days, construction of design components take 44 days and commissioning will take 10 days to complete.  The construction time of the project is reduced via use of pre-fabrication. The  Construction time of the Amphitheatre will be reduced by using pre-fabricated concrete structure. The playground components are pre-manufactured.  Figure 18: Summary of the Construction Schedule  The critical tasks of the construction schedule are site preparation, excavation, retention system, Amphitheatre and the commissioning of the project depicted in Figure 18. Three milestones will be used to track the progress of the construction schedule. • Milestone 1 marks the completion of Site Preparation and the start of Excavation • Milestone 2 marks the completion of the Retention System • Milestone 3 marks the completion of all the Design Components including skatepark, bioswale, parkade, Amphitheatre, tennis court and the playground. 9.0 Service-Life Maintenance Plan  The general maintenance procedure required for the design is listed below. The standard required duration between each scheduled maintenance is written in the bracket. • Gardening (every week) ○ Plant, fertilize, trim and prune shrubs, trees, lawns and flowers ○ Regularly mow and trim grass areas to within a 38-51mm height range (CITE)  ○ Apply pesticides ○ Clear weeds and brush ○ Mow and rake leave build up ○ Water plants using sprinklers or irrigation trucks ○ Evaluate plant health ● Clean park structures including restrooms, picnic areas, tennis courts, playground equipment, pools, and recreation areas (daily) ● Power-wash and scrub car parkade facilities including photovoltaic panels and payment machines (weekly) ● Check car parkade porous concrete for raveling, clogging and declivities and sweep when necessary (6 months or after every storm event) ● Power-wash skateboard park, playground and tennis courts to clean equipment and remove mold/debris or corrosive material (i.e. chloride) from various surfaces (weekly) ● Replace storm drain filters (every three years) unless there is a visible buildup of debris, sediment or standing water ● Check for hazardous material discharge in storm filters (monthly) ● Collect and haul trash and garbage cans (daily) ● Paints or stain structures (yearly) ○ Benches, tables, signs, trash cans, and playground and tennis court equipment ○ Wayfinding, traffic line, parking spot divider lines (if not visible, then immediate repair) ● Inspect underdrain pipe to ensure no blockage or clogging (monthly) ● Remove snow or ice (during winter months)  ● Repair park, recreational and car parkade features, facilities or fixtures caused by vandalism to maintain aesthetic level when needed ● Litter and garbage pickup from above grade surfaces (daily) ● Inspect playground equipment for Improper depth of safety surfacing, loose fasteners, drive rivets missing from load-bearing clamps, worn bushings on swing hangers, etc. (daily) ● Inspect the tennis court surface for cracks, peels, bubbles, or other irregularities and repair when necessary (weekly) 10.0 Updated Cost Estimate and Schedule The capital costs are a Class ‘D’ order of magnitude estimate which is typically used for cost comparison between alternative solutions. These capital unit costs are based on similar recently tendered projects in the Vancouver region, include a 30% contingency allowance, but do not include any GST. The final cost is $4,645,000 including $254,196 consulting fee. The calculation detail is attached in Appendix D. 11.0 CONCLUSION  Abiding by the rules, regulations, client requirements and design criteria, Siksin Consultants Ltd. is pleased to showcase the completed detailed design report for the Stadium Road Neighbourhood Parkade and Water Storage/Detention Facility. Focusing on maximizing the efficiency of stormwater management practices, several structures have been designed in addition to a revamped car parkade, all of which are tailored to meet the client, P.Eng. Doug Doyle’s objectives. The proposed project is expected to begin construction on May 1st, 2019 with  an anticipated completion date of September 9th, 2019. Siksin Consultants Ltd. looks forward to continue working alongside P.Eng. Doug Doyle to ensure successful tendering and construction of the project.  APPENDIX A. Construction Drawings     241,'%67$%5614/9#6'4/)/6#0&2#4-+0).+561(&4#9+0)55&4#9+0)&'5%4+26+10&9)015 &'6#+.5#0&5'%6+1055 )'0'4#.016'518'4#..2.#08+'99'56/#..86<.')#.&'5%4+26+10Ä8#0%178'4$%5CS8#0%178'4$%SIKSIN CONSULTANTS LTD. 2+2'5;56'/55 5-#6'2#4-$+159#.'5 2#4-+0).165 9'566*#8'PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONCemail : ...Fax: ...ADDRESSPhone: ...SHEETBPDRAWING NO.8PROJECTCLIENTREV. BY: CH: DATE REVISIONSSCALEPROJECT NUMBER DRAWN :DATE :DESIGNED :DATE :APPROVED\CHECKED :DATE :OFS1PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONCemail : ...Fax: ...ADDRESSPhone: ...SHEETBPDRAWING NO.8PROJECTCLIENTREV. BY: CH: DATE REVISIONSSCALEPROJECT NUMBER DRAWN :DATE :DESIGNED :DATE :APPROVED\CHECKED :DATE :OFS2CLEANOUTTOP OF GRADE ELEVATIONORGANIC MULCHTOP OF STONE ELEVATIONPROVIDE END CAPBOTTOM OF STONE ELEVATIONCLEAN WAHED STONE ABOVE AND BELOW UNDERDRAINPIPE TO EXTEND ACROSS ENTIRE BASIN BOTTOMGEOTEXTILES WRAP ALL SIDESPERFORATED UNDERDRAINUNCOMPACTED SUBGRADEUNDERDRAIN CAPCONNECT TOSTORAGE TANKID 250mmPLANTING SOIL MEDIUMOUTLET STRUCTURE0.60.40.611cmREINFORCEDCONCRETECHECK DAMDRAIN ROCKGROWING MEDIUMSANDPEA GRAVEL2 @ 1.86.216.7PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONCemail : ...Fax: ...ADDRESSPhone: ...SHEETBPDRAWING NO.8PROJECTCLIENTREV. BY: CH: DATE REVISIONSSCALEPROJECT NUMBER DRAWN :DATE :DESIGNED :DATE :APPROVED\CHECKED :DATE :OFS3PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONCemail : ...Fax: ...ADDRESSPhone: ...SHEETBPDRAWING NO.8PROJECTCLIENTREV. BY: CH: DATE REVISIONSSCALEPROJECT NUMBER DRAWN :DATE :DESIGNED :DATE :APPROVED\CHECKED :DATE :OFS4STORAGE TANK TOP VIEWDRAINAGE PIPE X-SECTIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONCemail : ...Fax: ...ADDRESSPhone: ...SHEETBPDRAWING NO.8PROJECTCLIENTREV. BY: CH: DATE REVISIONSSCALEPROJECT NUMBER DRAWN :DATE :DESIGNED :DATE :APPROVED\CHECKED :DATE :OFS5PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONCemail : ...Fax: ...ADDRESSPhone: ...SHEETBPDRAWING NO.8PROJECTCLIENTREV. BY: CH: DATE REVISIONSSCALEPROJECT NUMBER DRAWN :DATE :DESIGNED :DATE :APPROVED\CHECKED :DATE :OFS6PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONCemail : ...Fax: ...ADDRESSPhone: ...SHEETBPDRAWING NO.8PROJECTCLIENTREV. BY: CH: DATE REVISIONSSCALEPROJECT NUMBER DRAWN :DATE :DESIGNED :DATE :APPROVED\CHECKED :DATE :OFS77.7m 7.7m 7.7m 7.7m 7.7m 7.7m 7.7m 7.7m 7.7m 7.7m 7.7m 10.3m30.4m45.3m11.8m13.9m15.7m17.5m19.0m 20.5m21.7m 22.9m 23.9m 24.8m 25.4m 26.0m26.5m94.7m2 DEGREE DOWNWARDSLOPES TOWARDSBIOSWALESPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONCemail : ...Fax: ...ADDRESSPhone: ...SHEETBPDRAWING NO.8PROJECTCLIENTREV. BY: CH: DATE REVISIONSSCALEPROJECT NUMBER DRAWN :DATE :DESIGNED :DATE :APPROVED\CHECKED :DATE :OFS8PRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSIONPRODUCED BY AN AUTODESK STUDENT VERSION APPENDIX B. Sample Calculations B.1. Car Parkade 1. Load calculation   1.1 Dead load    a. Solar panel, including solar photovoltaics (PV) = 9 kg/m^2         9 kg/m^2 x3024.748 m^2 = 27222.7kg        27222.7kg X9.81 m/s^2 / 1000 = 267.1 kN  b. Factor of safety to account rest of the roofing system = 5.0  c. Total dead load = 267.1 X5 = 1335.5 kN     Therefore, 1335.5 kN / 3024.748 m^2 = 4.42 kPa  1.2 Lateral earthquake design force, V  a. Fundamental period, Ta = 0.085 * (height of column, 4m) ^(3/4) = 0.24  b. S(Ta) = 0. 885 where latitude: 49.253605 and longitude: -123. 247704     c. Importance factor, Ie: 1.0, Mv:1.0, Rd:1 and Ro:1   d. Therefore, V = S(Ta)*Mv* Ie* W /(Rd * Ro) = 0. 1593 kPa where W = 4.42 kPa   1.3. Load combination  According to NBCC load cases, the governing load case is as follows:  load case1: 1.4× D = 1.4×4.42 = 6.19 kPa    2. Design of column  a. Tributary area for each column = 3024.748m^2 / 36 columns = 84 m^2  b. Compression capacity (HSS 152 ×9.5) Cr= ∅×A×Fy× 1+2n-1n    where r=I/A=11×106/4280=50.69              Fe=2×E(KLr)^2=319                        λ= 350/319=1.04                  ∅:0.9 and Fy=350 MPa  Therefore, Cr = 772 kN  3. Foundation Design   The foundation is determined as 1m×1m square footing at depth of 2m from the local ground surface.  By according to Terzaghi’s shallow footing equation, qult= 'D×Nq+0.4 'B Nr  where Nq=22.5 and Nr 22.1 for friction angle of sand, ∅'= 30 (fSilty sand)  Therefore, q.ult= 'D×Nq+0.4 'B Nr=32kPa × 22.5+0.4 × 6kNm3×1m ×22.1=773 kPa  Finally, q. allowable = q. ultF.O.S=1.5 = 515 kPa    B.2. Hydrotechncial Design 1. 10-yearstrom event analysis  Therefore, retention size for daily operation (10-yr event) capacity = 445 m3/h * 3 hr (duration) = 850 m3 2. Pipe diameter calculation  2.1 Calculate the Flow required to discharge stale water in 7 days (Qr)  Maximum volume of 100-year storm = 4000 m3  Qr=4000m3 * 1000L/m3 / 7d / 24hr/d / 3600s/hr = 6.61 L/s  2.2 Calculate Flow Rate (Qc) in the collection pipe for different pipe diameter (d)  Average elevation head difference = 3m  Equivalent length = 250m  Hazen-Williams Coefficient for HDPE pipe = 140  Set diameter d=400mm=0.4m  Flow of stale water and water in the storage tank =0  Pressure of stale water and water in the storage tank=0     Combining Bernoulli equation and Hazen-Williams equation:  Z1+P2/(γg)+V12/(2g)=Z2+P2/(γg)+V22/(2g)+HL  Z1+0+0=0+0+0+HL  3m=10.67* (V2 * π * 0.42 / 4)1.852 * 250m / (140)1.852 / (0.4)4.8704  V2=2.56 m/s  Qc=V2 * V2 * π * 0.42 / 4  Qc=3.22L/s < Qr  The flow rate in 400mm pipe is 3.22 L/s, less than required flow rate of 6.61 L/s; as a result, try larger pipe diameter, set d=600mm.  Z1+P2/(γg)+V12/(2g)=Z2+P2/(γg)+V22/(2g)+HL  Z1+0+0=0+0+0+HL  Z1=HL  3m=10.67* (V2 * π * 0.52 / 4)1.852 * 250m / (140)1.852 / (0.5)4.8704  V2=3.30 m/s  Qc=V2 * V2 * π * 0.52 / 4  Qc=9.33L/s >Qr  The flow rate in 600mm pipe is 9.33 L/s, greater than required flow rate of 6.61 L/s; also, 600mm is a reasonable pipe diameter for water collection, then the 600mm diameter pipe is used.             APPENDIX C. Scheduling      ID Task Name Duration Start Finish1 OBTAIN PERMITS 21 days Tue 4/2/19 Tue 4/30/192 START CONSTRUCTION 0 days Wed 5/1/19 Wed 5/1/193 SITE PREPARATION 33 days Wed 5/1/19 Fri 6/14/198 MILESTONE 1 0 days Fri 6/14/19 Fri 6/14/199 EXCAVATION 7 days Mon 6/17/19 Tue 6/25/1913 RETENTION SYSTEM 26 days Wed 6/26/19 Wed 7/31/1923 MILESTONE 2 0 days Wed 7/31/19 Wed 7/31/1924 CONSTRUCTION OF DESIGN COMPONENTS44 days Wed 6/26/19 Mon 8/26/1973 MILESTONE 3 0 days Wed 8/28/19 Wed 8/28/1974 INSPECTION AND COMMSSION10 days Tue 8/27/19 Mon 9/9/1979 PROJECT COMPLETION 0 days Mon 9/9/19 Mon 9/9/19OBTAIN PERMITSSTART CONSTRUCTIONSITE PREPARATIONMILESTONE 1EXCAVATIONRETENTION SYSTEMMILESTONE 2CONSTRUCTION OF DESIGN COMPONENTSMILESTONE 3INSPECTION AND COMMSSIONPROJECT COMPLETION31 7 14 21 28 5 12 19 26 2 9 16 23 30 7 14 21 28 4 11 18 25 1 8 15 22 29 6 13 20 27 3 10 17 24Apr '19 May '19 Jun '19 Jul '19 Aug '19 Sep '19 Oct '19 Nov '19TaskSplitMilestoneSummaryProject SummaryInactive TaskInactive MilestoneInactive SummaryManual TaskDuration-onlyManual Summary RollupManual SummaryStart-onlyFinish-onlyExternal TasksExternal MilestoneDeadlinePath Predecessor Milestone TaskPath Predecessor Summary TaskPath Predecessor Normal TaskPath Driving Predecessor Milestone TaskPath Driving Predecessor Summary TaskPath Driving Predecessor Normal TaskBaselineBaseline MilestoneBaseline SummaryProgressManual ProgressPage 1Project: 446 projectDate: Sat 4/6/19ID Task ModeTask Name Duration Start Finish1 OBTAIN PERMITS 21 days Thu 20-04-02 Thu 20-04-302 SITE PREPARATION 33 days Fri 20-05-01 Tue 20-06-163 SITE FENCING 7 days Fri 20-05-01 Mon 20-05-114 SITE CLEANING 15 days Tue 20-05-12 Mon 20-06-015 EQUIPMENT PROCUREMENT10 days Tue 20-06-02 Mon 20-06-156 MARKING LAYOUT 11 days Tue 20-06-02 Tue 20-06-167 EXCAVATION 7 days Wed 20-06-17 Thu 20-06-258 PARKING LOT SITE 7 days Wed 20-06-17 Thu 20-06-259 DETENTION TANK SITE 7 days Wed 20-06-17 Thu 20-06-2510 AMPHITHEATRE SITE 7 days Wed 20-06-17 Thu 20-06-2511 RETENTION SYSTEM 26 days Fri 20-06-26 Fri 20-07-3112 INSTALL STORAGE PIPES5 days Fri 20-06-26 Thu 20-07-0213 CONNECT HDPE PIPES 3 days Fri 20-07-03 Tue 20-07-0714 PUMP HOUSE 18 days Wed 20-07-08 Fri 20-07-3115 WOOD FRAME CONSTRUCT2 days Wed 20-07-08 Thu 20-07-0916 CONCRETE POURING3 days Fri 20-07-10 Tue 20-07-1417 INSTALL CRE 32-1 PUMPS5 days Wed 20-07-15 Tue 20-07-2118 INSTALL STATION COMPONENTS4 days Wed 20-07-15 Mon 20-07-2019 INSTALL VENTILLATION AND COOLING SYSTEM5 days Tue 20-07-21 Mon 20-07-2720 INSTALL LIGHTING FIXTURES4 days Tue 20-07-28 Fri 20-07-3121 CONSTRUCTION OF DESIGN COMPONENTS44 days Fri 20-06-26 Wed 20-08-2622 CAR PARKADE 27 days Fri 20-06-26 Mon 20-08-0323 GROUND CONSOLIDATION1 day Fri 20-06-26 Fri 20-06-2624 LAYOUT AND DIGGING4 days Mon 20-06-29 Thu 20-07-0225 ASSEMBLING FORMWORK SHUTTER2 days Fri 20-07-03 Mon 20-07-0626 CONCRETE SHUTTERS2 days Tue 20-07-07 Wed 20-07-0827 CONCRETE POURING7 days Thu 20-07-09 Fri 20-07-1728 COLUMN AND FOOTING CONNECTION3 days Mon 20-07-20 Wed 20-07-2229 ROOFING 5 days Thu 20-07-23 Wed 20-07-2930 STOPPER, PARKING LINES, PAYMACHINEINSTALLATION3 days Thu 20-07-30 Mon 20-08-0331 SKATE PARK 34 days Fri 20-06-26 Wed 20-08-1232 PLACING GRAVEL 2 days Fri 20-06-26 Mon 20-06-2933 CONTRUCT STEEL REINFORCEMENT3 days Tue 20-06-30 Thu 20-07-0234 CONCRETE POURING2 days Fri 20-07-03 Mon 20-07-0635 CONNECTING DRAINAGE PIPES4 days Tue 20-07-28 Fri 20-07-3136 SHAPING 2 days Mon 20-08-03 Tue 20-08-0437 POLISHING WORK 4 days Wed 20-08-05 Mon 20-08-1038 REMOVING THE FORMWORK2 days Tue 20-08-11 Wed 20-08-1239 TENNIS COURT 12 days Fri 20-06-26 Mon 20-07-1340 ESTABILISH SUBSURFACE DRAINAGE2 days Fri 20-06-26 Mon 20-06-2941 GRADING 1 day Tue 20-06-30 Tue 20-06-3042 CONSTRUCTING BASE1 day Wed 20-07-01 Wed 20-07-0143 INSTALL FIXTURES 1 day Thu 20-07-02 Thu 20-07-0244 SURFACE PAVEMENT1 day Fri 20-07-03 Fri 20-07-0345 APPLYING COATING 2 days Mon 20-07-06 Tue 20-07-0746 TAPING 1 day Wed 20-07-08 Wed 20-07-0847 ACCESSING LOADS 2 days Thu 20-07-09 Fri 20-07-1048 INSTALLING FIXTURES1 day Mon 20-07-13 Mon 20-07-1349 PLAYGROUND 13 days Tue 20-07-14 Thu 20-07-3050 CONRETE FOUNDATION3 days Tue 20-07-14 Thu 20-07-1651 LEVELING 2 days Fri 20-07-17 Mon 20-07-2052 STAKING 2 days Tue 20-07-21 Wed 20-07-2253 DIGGING 2 days Thu 20-07-23 Fri 20-07-2454 ASSEMBLING 2 days Mon 20-07-27 Tue 20-07-2855 INSTALL SURFACE FIBRE2 days Wed 20-07-29 Thu 20-07-3056 BIOSWALE 11 days Wed 20-07-29 Wed 20-08-1257 REMOVING SOIL TO CONSTRUCT STEPS2 days Wed 20-07-29 Thu 20-07-3058 CONCRETE CHECK DAMS2 days Fri 20-07-31 Mon 20-08-0359 INSTALL UNDERDRAINS2 days Tue 20-08-04 Wed 20-08-0560 INSTALL PIPES AND CONNECT WITH UNDERDRAINS2 days Thu 20-08-06 Fri 20-08-0761 PLACING FILTERING GRAVLES1 day Mon 20-08-10 Mon 20-08-1062 PLANT AND IRRIGATE THE VEGETATION2 days Tue 20-08-11 Wed 20-08-1263 Amphitheatre 22 days Tue 20-07-28 Wed 20-08-2664 INSTALL UNDERDRAIN5 days Tue 20-07-28 Mon 20-08-0365 CASING FOR PIPES 3 days Tue 20-08-04 Thu 20-08-0666 REFILLING SOIL ON THE CASING2 days Fri 20-08-07 Mon 20-08-1067 CURVING CONCRETE STEPS7 days Tue 20-08-11 Wed 20-08-1968 FILLING BACK THE SOIL LAYERS4 days Thu 20-08-20 Tue 20-08-2569 PLANT VEGETATION 1 day Wed 20-08-26 Wed 20-08-2670 INSPECTION AND COMMSSION10 days Thu 20-08-27 Wed 20-09-0971 ELECTRICAL AND PLUMBINGS COMMISSION3 days Thu 20-08-27 Mon 20-08-3172 PUMP/RETENTION TANK COMMISSION3 days Tue 20-09-01 Thu 20-09-0373 PAINTING FIXTURES, SAFETY/DIRECTION SIGNS3 days Fri 20-09-04 Tue 20-09-0874 COMMISSION PROJECT 1 day Wed 20-09-09 Wed 20-09-09OBTAIN PERMITSSITE PREPARATIONSITE FENCINGSITE CLEANINGEQUIPMENT PROCUREMENTMARKING LAYOUTEXCAVATIONPARKING LOT SITEDETENTION TANK SITEAMPHITHEATRE SITERETENTION SYSTEMINSTALL STORAGE PIPESCONNECT HDPE PIPESPUMP HOUSEWOOD FRAME CONSTRUCTCONCRETE POURINGINSTALL CRE 32-1 PUMPSINSTALL STATION COMPONENTSINSTALL VENTILLATION AND COOLING SYSTEMINSTALL LIGHTING FIXTURESCONSTRUCTION OF DESIGN COMPONENTSCAR PARKADEGROUND CONSOLIDATIONLAYOUT AND DIGGINGASSEMBLING FORMWORK SHUTTERCONCRETE SHUTTERSCONCRETE POURINGCOLUMN AND FOOTING CONNECTIONROOFINGSTOPPER, PARKING LINES, PAYMACHINE INSTALLATIONSKATE PARKPLACING GRAVELCONTRUCT STEEL REINFORCEMENTCONCRETE POURINGCONNECTING DRAINAGE PIPESSHAPINGPOLISHING WORKREMOVING THE FORMWORKTENNIS COURTESTABILISH SUBSURFACE DRAINAGEGRADINGCONSTRUCTING BASEINSTALL FIXTURESSURFACE PAVEMENTAPPLYING COATINGTAPINGACCESSING LOADSINSTALLING FIXTURESPLAYGROUNDCONRETE FOUNDATIONLEVELINGSTAKINGDIGGINGASSEMBLINGINSTALL SURFACE FIBREBIOSWALEREMOVING SOIL TO CONSTRUCT STEPSCONCRETE CHECK DAMSINSTALL UNDERDRAINSINSTALL PIPES AND CONNECT WITH UNDERDRAINSPLACING FILTERING GRAVLESPLANT AND IRRIGATE THE VEGETATIONAmphitheatreINSTALL UNDERDRAINCASING FOR PIPESREFILLING SOIL ON THE CASINGCURVING CONCRETE STEPSFILLING BACK THE SOIL LAYERSPLANT VEGETATION INSPECTION AND COMMSSIONELECTRICAL AND PLUMBINGS COMMISSIONPUMP/RETENTION TANK COMMISSIONPAINTING FIXTURES, SAFETY/DIRECTION SIGNSCOMMISSION PROJECTApr May Jun Jul Aug Sep2020 Qtr 2 2020 Qtr 3 2020 Qtr 4TaskSplitMilestoneSummaryProject SummaryInactive TaskInactive MilestoneInactive SummaryManual TaskDuration-onlyManual Summary RollupManual SummaryStart-onlyFinish-onlyExternal TasksExternal MilestoneDeadlinePath Predecessor Milestone TaskPath Predecessor Summary TaskPath Predecessor Normal TaskPath Driving Predecessor Milestone TaskPath Driving Predecessor Summary TaskPath Driving Predecessor Normal TaskBaselineBaseline MilestoneBaseline SummaryProgressManual ProgressPage 1Project: 446 projectDate: Fri 19-04-05ID Task ModeTask Name Duration Start Finish1 OBTAIN PERMITS 21 days Thu 20-04-02 Thu 20-04-302 SITE PREPARATION 33 days Fri 20-05-01 Tue 20-06-163 SITE FENCING 7 days Fri 20-05-01 Mon 20-05-114 SITE CLEANING 15 days Tue 20-05-12 Mon 20-06-015 EQUIPMENT PROCUREMENT10 days Tue 20-06-02 Mon 20-06-156 MARKING LAYOUT 11 days Tue 20-06-02 Tue 20-06-167 EXCAVATION 7 days Wed 20-06-17 Thu 20-06-258 PARKING LOT SITE 7 days Wed 20-06-17 Thu 20-06-259 DETENTION TANK SITE 7 days Wed 20-06-17 Thu 20-06-2511 RETENTION SYSTEM 26 days Fri 20-06-26 Fri 20-07-3112 INSTALL STORAGE PIPES5 days Fri 20-06-26 Thu 20-07-0213 CONNECT HDPE PIPES 3 days Fri 20-07-03 Tue 20-07-0714 PUMP HOUSE 18 days Wed 20-07-08 Fri 20-07-3115 WOOD FRAME CONSTRUCT2 days Wed 20-07-08 Thu 20-07-0916 CONCRETE POURING3 days Fri 20-07-10 Tue 20-07-1417 INSTALL CRE 32-1 PUMPS5 days Wed 20-07-15 Tue 20-07-2118 INSTALL STATION COMPONENTS4 days Wed 20-07-15 Mon 20-07-2019 INSTALL VENTILLATION AND COOLING SYSTEM5 days Tue 20-07-21 Mon 20-07-2721 CONSTRUCTION OF DESIGN COMPONENTS44 days Fri 20-06-26 Wed 20-08-2663 Amphitheatre 22 days Tue 20-07-28 Wed 20-08-2664 INSTALL UNDERDRAIN5 days Tue 20-07-28 Mon 20-08-0365 CASING FOR PIPES 3 days Tue 20-08-04 Thu 20-08-0666 REFILLING SOIL ON THE CASING2 days Fri 20-08-07 Mon 20-08-1067 CURVING CONCRETE STEPS7 days Tue 20-08-11 Wed 20-08-1968 FILLING BACK THE SOIL LAYERS4 days Thu 20-08-20 Tue 20-08-2569 PLANT VEGETATION 1 day Wed 20-08-26 Wed 20-08-2670 INSPECTION AND COMMSSION10 days Thu 20-08-27 Wed 20-09-0971 ELECTRICAL AND PLUMBINGS COMMISSION3 days Thu 20-08-27 Mon 20-08-3172 PUMP/RETENTION TANK COMMISSION3 days Tue 20-09-01 Thu 20-09-0373 PAINTING FIXTURES, SAFETY/DIRECTION SIGNS3 days Fri 20-09-04 Tue 20-09-0874 COMMISSION PROJECT 1 day Wed 20-09-09 Wed 20-09-09OBTAIN PERMITSSITE PREPARATIONSITE FENCINGSITE CLEANINGEQUIPMENT PROCUREMENTMARKING LAYOUTEXCAVATIONPARKING LOT SITEDETENTION TANK SITERETENTION SYSTEMINSTALL STORAGE PIPESCONNECT HDPE PIPESPUMP HOUSEWOOD FRAME CONSTRUCTCONCRETE POURINGINSTALL CRE 32-1 PUMPSINSTALL STATION COMPONENTSINSTALL VENTILLATION AND COOLING SYSTEMCONSTRUCTION OF DESIGN COMPONENTSAmphitheatreINSTALL UNDERDRAINCASING FOR PIPESREFILLING SOIL ON THE CASINGCURVING CONCRETE STEPSFILLING BACK THE SOIL LAYERSPLANT VEGETATION INSPECTION AND COMMSSIONELECTRICAL AND PLUMBINGS COMMISSIONPUMP/RETENTION TANK COMMISSIONPAINTING FIXTURES, SAFETY/DIRECTION SIGNSCOMMISSION PROJECT29 05 12 19 26 03 10 17 24 31 07 14 21 28 05 12 19 26 02 09 16 23 30 06 13 20 27 04 11 18'20 Apr '20 May '20 Jun '20 Jul '20 Aug '20 Sep '20 OctTaskSplitMilestoneSummaryProject SummaryInactive TaskInactive MilestoneInactive SummaryManual TaskDuration-onlyManual Summary RollupManual SummaryStart-onlyFinish-onlyExternal TasksExternal MilestoneDeadlinePath Predecessor Milestone TaskPath Predecessor Summary TaskPath Predecessor Normal TaskPath Driving Predecessor Milestone TaskPath Driving Predecessor Summary TaskPath Driving Predecessor Normal TaskBaselineBaseline MilestoneBaseline SummaryProgressManual ProgressPage 1Project: 446 projectDate: Fri 19-04-05 APPENDIX D. Cost Estimation   	Storm-water detention facility around 16th and Marine Drive CIVL 446- group 24 Cost Opinion - Class DUniversity of British Columbia - UBC SEEDS Sustainability Program April 5th, 2019 CO1 Site Preparation1.01 Excavation cu.m 8,250 177 1,459,838 Excavation area 75mx55mx2m1.02 Compaction hr 16 60 960 $60.00 per hour compaction1.03 Preparation lm 800 23 18,400 Safety fences rent, etc.SUBTOTAL FOR TASK 1,479,1982 Parkade2.01 Poofing sq.m 3,025 243 735,075 Solar photovoltaics panels2.02 Column lm 144 118 16,992 36 colums in 4m height, HSS 152*9.52.03 Floor sq.m 3025 20 59,532 Permeable porous asphalt2.04 Foundation each 36 89 3,200 36 - 1m*1m square footing at 2m depthSUBTOTAL FOR TASK 835,4453 Bioswale3.01 Check dam cu.m 48 218 10,464 4 of Concrete check dams: 0.15x50x1.63.02 Growing medium cu.m 100 42 4,180 5x50x0.43.03 Sand cu.m 25 15 380 5x50x0.13.04 Pea gravel cu.m 25 26 650 5x50x0.13.05 Drain rock cu.m 188 26 4,888 5x50x0.75SUBTOTAL FOR TASK 20,5624 SkatePark4.01 Flooring cu.m 1,250 218 272,500 Skatepark flooring Volume4.02 1 Skatepark Island Concrete cu.m 0.56 218 122 .75mx.5mx1.5m4.03 Rebar usage kg 6418 0.661 4,244SUBTOTAL FOR TASK 276,8665 BasinSUBTOTAL FOR TASK 13,8436 Detention and retenstionion system6.01 Storage Pipes lm 270 550 148,500 HDPE Length 45m dia 2M6.02 Collection Pipes lm 250 271 67,750 HDPE D600mm (including clumping)6.03 Drainage Pipes lm 210 271 56,910 HDPE D600mm (including clumping)6.04 Connection each 7 50 350 HDPE D600mm6.05 Supply Pipes lm 160 60 9,600 HDPE D250mm  (including clumping)6.06 Pump each 1 800 800 CRE 32-1pressure boosting pump6.07 UV disinfection system each 1 440 440 VIQUA S8Q-PASUBTOTAL FOR TASK 284,3507 Playground7.01 General Equipment Set each 1 171,100 171,1007.02 Swings each 6 931 5,586SUBTOTAL FOR TASK 176,6868 Tennis court8.01 Flooring cu.m 420 218 91,560 40m x 75m x0.14m, standard tennis court material8.02 General Equipment Set each 6 2,000 12,000 fencing, lights, net, etcSUBTOTAL FOR TASK 103,5609 Engineering Service Fees9.01 Hydrotechnical Engineering hr 208 199 41,392 In charge of Hydrotechnical Engineering Service9.02 Hydrotechnical Engineering hr 208 162 33,696 Assistant design of detention facility9.03 Geotechnical Engineering hr 208 199 41,392 In charge of Geotechnical Engineering Service9.04 Geotechnical Engineering hr 208 162 33,696 Assistant design of underground structures9.05 Structural Engineering hr 208 227 47,216 Project Managing9.06 Structural Engineering hr 208 162 33,696 Assistant design of parkade9.07 Minor disbursements % 0.10 189,696 18,970 long distance charges, testing procedure, licensing and extraSUBTOTAL FOR TASK 250,058CONSTRUCTION COST SUBTOTAL 3,440,568Bonding and Insurance 5% 172,028Contingencies 30% 1,032,170TOTAL AMOUNT (excl. GST) 4,645,000DescriptionItemcollect stormwater to the detention tanks along the edge of the road (including filter)Concrete side walls to create a stair-case like 'structure for aesthetic purposes.1m x 0.5m x127mCommentTOTAL COST ($)Unit RateEstimated QuantityUnitcu.m 64 13,843Storm Drains2.05 93 222lm2185.01 Concrete step20,646

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