CIVL 4090 Industry Project | BCIT Institutional Repository

CIVL 4090 Industry Project

Creation of a construction management plan for a culvert replacement in North Vancouver, BC
A construction management plan was made for the replacement of a culvert and the road area around it in Mission Creek at Evergreen Place, North Vancouver. This plan was recommended by my sponsor ____________, ____________ at the _______________________________. The culvert will be reconstructed from a circular bell & spigot precast concrete pipe to an open bottom multiplate arch culvert. The management plan was created by meeting three main objectives: creation of a stakeholder matrix and traffic detour plan, identification of tasks and resources, and creation of project schedule and cost estimate. The construction occurs within a riparian and salmonid habitat so environmental factors must be considered. The following environmental laws must be followed: DNV Environmental and Preservation Bylaw 6515, Water Sustainability Act (WSA), and Water Sustainability Regulations. The Reduced Risk Window is within the WSA and indicates that construction can only occur between July to September, but through an application to the Ministry of Forests, Lands, and Natural Resources, the window got extended to between May and October. A stakeholder analysis matrix focused on community external stakeholders was created. There were three things that were both important to the stakeholders and impacted them during the construction: traffic, utilities, and the environment. The stakeholders were split into directly or indirectly affected and to consult or to inform. The stakeholders who were both directly affect and needed to be consulted were the residents living within the construction zone and Braemar Elementary. A traffic detour plan was made for Braemar Elementary as the student drop off and pick up route would be disturbed by the construction. After the completion of the traffic detour plan, a work breakdown structure was made wherein the project was broken into major project deliverables and then into work packages, a combination of related tasks that could be priced together. The major project deliverables were sequenced into a master schedule, and it showed that it would take the entirety of May to October to finish the project. Following the creation of the schedule, a quantity takeoff (QOT) was done for the materials that were priced with unit rates using Bluebeam and Excel. The materials were first measured in Bluebeam, then calculated individual and added together into work packages in Excel. Some work packages had an associated lump sum value instead of associated unit rate value, so no quantities were needed in that case. After summing all the work packages together, an ending cost estimate of around $1 800 000 was achieved. An Excel file containing the stakeholder analysis matrix, work breakdown structure, quantity takeoff, and cost estimate was completed for the project along with a Gantt chart schedule and a traffic detour plan.
Design of a 2-storey institutional space featuring mass timber in Victoria, BC
The purpose of this project was to design a two-storey glulam structure that can handle the gravity loads imposed on it per the NBCC 2020 (National Building Code of Canada) as well as meet a specified 120-minute fire-resistance rating as defined in CSA-o86-19 (Canadian Standards Association – Engineering Design in Wood). A primary design feature of this project is the second level and roof level long-span mass timber panels. The project acted as an academic exercise and an introduction to the processes that practicing structural engineers implement regularly. I was provided with all necessary drawings and details by my sponsor, Christian Slotboom, EIT, MASc, engineer at Fast+Epp. The initial stage of the design considered the project location and anticipated use to determine gravity loads the structural system will need to support. Following that, similar types of structural components were grouped to expedite the structural analyses and design aspects. Markups of the initial plans were produced and analysis of each type of structural component took place in accordance with NBCC’s ultimate and serviceability limit states. Member sizes were obtained through calculations following CSA-o86, and then verified through hand calculations. A fire-design was conducted to ensure that the system would not collapse if members were exposed to a 120-minute-long fire. Per CSA, member size reductions were determined and applied to existing members to check against anticipated loading under a fire event. Beam sizes were determined to be adequate without any adjustments needed. In contrast, all columns needed adjustment to meet the specified 120-minute fire-resistance rating. Initial calculations provided beams sizes that had larger cross sections than most columns. It was noted that as member sizes were smaller to start, the greater the decrease in capacity when exposed to fire. Connections were designed using embedded steel plates, tight fit pins, and dowels. Due to steel being the choice of material, it was also critical to ensure that it would be protected from a fire event. Using the minimum distance calculated from the fire design, placement of steel plates was such that fire would not affect the structural integrity should a 2-hour fire event occur. Two separate styles of checks were required as the loading was perpendicular to the wood grain in beam scenarios but parallel to the wood grain in column scenarios. Within these two modes, connections at the beam ends were checked for both yielding and splitting failure modes. Connections at the column end only required a yielding check. Specialty connection plates were designed to satisfy junctions where multiple beams oriented at 90° to each other connected to the same column. Pre-engineered beam hangers were selected based on load demands and utilized at any beam-to-beam junction. In accordance with the requirements to utilize these pre-engineered products, certain roof level members required increased sizes. With the project time totaling at 195 hours, all objectives were completed. Beams and columns were designed to ultimate and serviceability limit states as outlined in the NBCC. Fire design governed column member sizes and provided insulation distances for steel plates and pins utilized in the connection design. The deliverables produced were detailed drawings of the connections at each junction, a calculations package with supplementary hand calculations, and a full markup of the building schematic including structural component schedules.
Design of a cantilevering wood canopy for a park in South Surrey, BC
Having had previous experience with drafting wood canopies, felt it would be a useful experience for me to design a cantilevering wood park canopy. The location of the canopy structure is in South Surrey Athletic Park and has been designed as a multi-purpose structure to host sports audiences and informal events. To design the structure, I began by analyzing the overall design requirements. Some of these requirements included the panel length being limited to 60 feet and the head height being sufficient for an audience on the top row of bleachers. The final canopy size I determined to be 60 feet long by 36 feet wide by over 16 feet tall. I utilized the deflection of the roof panels to meet the 1:50 slope required for the canopy roof as specified in NBCC 2015 (NRCC, 2018). The next step in the design of the canopy was to find the gravity, lateral and seismic loads. I determined the dead load of the DLT (Dowl Laminated Timber) panels to be 1.03 kPa and the dead load of the beams to be 5.45 kN for the shallower beams and 6.21 for the deeper beam. The snow load was 1.8 kPa and the wind load was governed by the seismic load which was 0.47 kPa. To find determine the member sizes of the DLT panels and the beams, I found the shear, bending and deflection demand in each. I then used the CSA 086-19 code to check assumed member sizes. I found that 2x8 DLT satisfied the demand for the panels, while 175x532 and 175x608 sizes satisfied the demand for the outer and center beams, respectively. In addition to sizing the roof members, I found the shear force in the roof diaphragm and specified 2 ½” nails at 150mm o.c. which more than satisfied the demand of 0.314 kN/m. Once I had sized the roof members, I sized the columns for wind load demand and seismic demand. I found that the seismic load governed and checked the columns against cross-sectional strength, overall member strength, and lateral-torsional buckling using the CSA S16-14 code. From this, I determined that an HSS 203x203x9.5 member size satisfied the demand. For connection design, I designed the connections from panel to beam and beam to column. For the panel to beam connection, I found that 13mm x 300mm lag screws at 300mm o.c. satisfied the demand of 5.25 kN. To design the beam to column connection, sized two side plates with two bolts running through them and the beam. I sized the plates for seismic load, finding that a 200x700x19mm plate more than satisfied the demand. For each bolt to resist a 7.5 kN force, I selected 1”ϕ A325 bolts. To finish my design, I sized the footings required beneath each row of columns. Using a bearing pressure of 75 kPa in the soil (The Ontario Building Code, n.d.), I determined the eccentricity due to the moment and the resultant force of the structure on the soil below a 3759x3048x610mm footing. I found the overturn pressure to be lower on either side of the footing than the maximum of 75 kPa, therefore the footing size was acceptable.
Design of a Glulam-arched mountain hut near Whistler, British Columbia
The purpose of this project was to design a glulam-arched structure that was suitable for use as a backcountry hut. Large snow and wind loads combined with remote access conditions ensured that the preferred structure would be relatively lightweight and largely pre-fabricated. This project provides a design for a glulam-arched structure. The primary structural members of this design consist of 130 mm x 342 mm D.Fir-Larch 24-EX arches with approximate lengths of 6.3 m for each half of the arch. Each half-arch is comprised geometrically of a lower straight-vertical section which transitions into a constant radius arc in the upper sections. Dead, live, snow, and wind loads were calculated using various methods and approximations. As no sitespecific data for snow and wind loads were available for the proposed elevation, ground snow loads and wind pressures were adopted from the designers of the nearby ‘Kees and Claire’ Hut. For the purpose of calculating internal forces, the arches were assumed to be pinned at both the peak and base connections. As a ‘three-pinned-arch’, the structure is determinant; allowing internal forces to be calculated through equilibrium equations alone. As the structure has a somewhat complex geometry, a numerical model was created to calculate the bending moment, shear, and normal forces acting throughout the members under various load combinations. In general, the largest normal and shear forces were observed at the base and the peak of the arches, respectively, while the largest bending moments occurred mid-span near the transition from vertical to curved sections of the arch. Resistance values for compression, bending moment, and shear were calculated using clauses from CSA- 086 (2017) with supplementary information and procedures from CWC-2017. Considerations for radial tension strength and bearing strength were also made following similar clauses. Though this project does not consider seismic forces, a lateral resistance system was considered against factored wind loads. As the profile of the building is unconventional, general approximations for the NBCC 2015 static wind force calculation procedure were made. The lateral resistance system consists of 13 mm plywood nailed to the exterior of the arches with 2.5” common spiral nails at 75 mm on center. The connections at both the peak and base of the arches are quite similar comprising of 2-6mm steel plates on either side of the member with 2x ½” through bolts. At the base of the arches, a continuous glulam beam spans the five foundation piers with a similar set of connections. The foundations are only considered in compression for this design with the approximate sizing based on an assumed bearing pressure of 100 kPa for the site. Reinforcement design is based on minimum steel requirements as described in CSA-A23 2019.
Design of steel structure and pump station established by secret lake in Okanagan Similkameen, BC
The purpose of this project was to design a functional pump station and protective steel shelter near Secret Lake in Okanagan Similkameen, BC, aimed at supplying drinkable water to a nearby remote community. This comprehensive project involved the creation of a pipe network, pump installation, and logistical planning for material and equipment transportation led by ________________________and ______________________. The project also utilized SAP2000 and AutoCAD for structural modeling and layout design, respectively. The project addressed the technical requirements of both steel and concrete structures to ensure durability and efficiency. Using the City of Kelowna Design Standards, an inside pipe diameter of 200mm (ductile iron) was determined from the required flow of 70L/s. Utilizing the ground profile view from Google Earth Pro, the pump head from this system came to 75.3m. The pump required for this application was determined to be MPC-E 4 CRE 95-2 running for 45 years for 6 hours a day bringing the total cost for the pump aspect to be $845,225.57. The pipe support consists of an HSS 127x6.4 with a saddle support having a spacing of 5.7m. Utilizing the National Building Code of Canada (2020) and the Handbook of Steel Construction (11th edition) for steel design, along with the CSA A23.3-04: Design of Concrete Structures for Concrete Specifications, the project delivered a framework capable of enduring the necessary loads. The steel structure, characterized by purlins (C200x17), side girts (C180x15), end wall rafters (W200x42), front girts (C180x15), columns (W200x52), and middle frames (W200x52), was optimized for strength and weight, ensuring a resilient shelter for the pump station. The total cost for all steel members came to $135,675 including cladding. The concrete components, including the pump pad (200mm thick), base slab (400mm thick), and strip footing foundation (250mm thick), were calculated to support the operational needs of the pump station, using 25 MPa concrete and 350 MPa rebar, confirming the infrastructure’s stability. The concrete cover for the strip footing foundation and base slab came to 75mm while the pump pad concrete cover came to 40mm. The strip footing had a base of 1m by 1m with a total depth under the soil of 850mm. The size of the rebar calculated came to 15M for all temperature reinforcement, main reinforcement in the strip footing and pump pad as well as 25M for main reinforcement in the base slab. Logistical planning addressed the challenges of the project’s remote location, detailing the clearing of a 219m pathway (5m wide) for construction and maintenance access, thereby aligning with the project's environmental considerations and operational requirements. Results from SAP2000 simulations affirmed the structural integrity under various loading conditions, showcasing minimal deflections and stress levels within acceptable limits, thus highlighting the effectiveness of the selected materials and design approaches. The project culminated in a series of recommendations aimed at ensuring code compliance, validating structural calculations, and proposing further investigations for cost analysis and soil inspection, ensuring the project’s adaptability and safety. Additionally, a detailed cost analysis provided insight into the financial implications of the steel structure, cladding, and logistical operations, facilitating informed decision-making for future implementations.
Redesign of a flooding culvert for a highway in Northern BC
Culvert X is located in Northern British Columbia, and allows Creek Y to pass underneath Highway Z. During flood events, Culvert X does not have the capacity to pass the peak flow and has caused water to backup and overtop the road. ______________, P.Eng, provided the project information for the purpose of an academic exercise. I created a model of Creek Y using HEC-RAS to design a new culvert that will pass the 0.5% AEP. Furthermore, I determined the flood construction level for a new house located 200m northwest of the culvert. Culvert X is currently two side-by-side 1.8m diameter corrugated metal barrels. The inlet and outlet of the pipes are shaped to align with the sloping embankment of the highway. The culvert location is in mountainous terrain, with the typical land cover being forest and grass. The 0.5% AEP design flood (1 in 200-year flood) has a peak flow of 40 m3/s The modelling for this project started on ArcGIS Pro & Civil 3D. ______________, P. Eng, provided me with Lidar data of the terrain as a Digital Terrain Model. I used ArcGIS Pro to georeference and visualize the creek bed and terrain in 3D. Next, I used Civil 3D to convert the DTM to a surface that I exported to HEC-RAS.Once the terrain was in HEC-RAS I created a 1D model, a 1D/2D model, and a 2D model of the terrain. I then created Culvert X in each of the three models. The 1D model consists of a river reach with cross sections. The 1D/2D model has a river reach that is connected to 2D mesh in the floodplain area, over the right bank of Creek Y. The 1D and 2D areas are connected using a lateral structure with zero elevation so the natural riverbank acts as a levee. The 2D model is made of mesh that covers the entire floodplain and creek area. When I ran the plan for the 1D/2D model it had the most accurate results. It displayed flow backing up at Culvert X and running down the road for approximately 50m, and then overtopping the road. Using the 2D model I was able to see the maximum flow in Culvert X was 16.581 m3/s, which confirms that the culvert can not pass the 0.5% AEP of 40 m3/s. Furthermore, the flood breaches the right overbank and rises to a maximum elevation of 619.2m at the location of the new house, 0.7m higher than the terrain elevation of 618.5m For the new culvert design, I used the 1D/2D model to iterate a new culvert size and shape. It was the most accurate because I was able to define levees, ineffective flow areas, and see the profile view of the flood through the culvert. I designed a rectangular shaped culvert because the culvert can only be a maximum of 3m high to leave at least 1m of clearance to the road surface. A rectangular culvert allows the culvert to be wider than it is tall. I then used hand calculations to determine the minimum rectangular culvert width which was 7.4m with outlet control governing. Using HEC-RAS I designed two side-by-side 25m x 4m x 3m (L x W x H) concrete box culverts. After adding this culvert design to my 1D/2D HEC-RAS model the culvert was able to pass the 0.5% AEP without causing the flood to overtop the road. HEC-RAS indicated that the flood in the culvert was entirely supercritical, indicating inlet control governed. I checked the design with hand calculations and discovered that the culvert is governed by inlet control. Furthermore, the flood does not reach the new house location, so the flood construction level is 618.5m, which is the natural terrain elevation., © Trevor Thirsk, 2021. All rights reserved. No part of this
Structural design of a single-family residence in Chilliwack, BC
The purpose of this project was to complete the structural design of a single-family residence. The structural design of this project included designing the gravity load and lateral system and producing structural drawings. The residence is three stories, with the basement and lower floors partially underground. This is an actual project carried out - with the residence currently in -, excluding the design of shear walls under earthquake loads, details and sections, the design of the two-way slab and concrete beam under the garage, geotechnical considerations for the footings, and the design of connections. For the gravity load system, I designed the beams, columns, joists, wall studs, concrete bearing walls, and footings. I started by determining which walls were load-bearing by using the truss layout. Next, I calculated the snow load and determined the live load both from NBCC. For the dead loads, I assumed 15 psf for the floor loads and member self-weight. The wind load acting on walls was also determined for the design of the exterior studs. Next, I used load combinations to determine the factored load for each member. I sized the main floor beams using the Wood Design Manual or Weyerhaeuser. Then I designed the columns/jack studs on each end of the beams and the wall studs were designed using timber members. I checked moment resistance, shear resistance, deflection for the beams, compressive resistance for the columns and interior studs, and combined loads using the interactive equation for exterior studs. After, I transferred all the main floor loads down to the lower floor and then the basement floor and determined where loads would act and sized the members the same way. In addition, for the lower floor and basement, I designed the joists using Weyerhaeuser TJI 11-7/8 joists. Since the lower floor and basement are underground, I placed reinforced concrete bearing walls to support the gravity and lateral loads from the soil. Since concrete is heavy, I also calculated the self-weight and determined the wall thickness and required reinforcement. For construction purposes, I designed walls for various locations on the lower and basement floors and used the designed wall where loading was the greatest for the whole house. The final gravity component was the footings. For simplicity, only strip footings were used along walls. I determined the area with the greatest loads and used that footing for that section of wall. Using the allowable soil bearing capacity from -, I determined the footing width, thickness, and required reinforcement. The footings were designed to only support loads from columns, wall studs, and concrete walls. For the lateral system, I only designed the sheathing and nail spacings for the top and bottom plates of each shear wall. To do this, I first determined the wind load on all surfaces of the residence and chose which walls would be shear walls. Finally, I calculated the force in each shear wall and used the governing wind load for my design. Finally, I took the architectural drawings and developed structural drawings using all the designed structural components and removing unnecessary information. I either indicated the designed element by directly labelling it on the drawing or using a schedule. I developed the main, lower, and basement floor drawings as well as the foundation pan. In addition, the footings on the foundation plan are shown to scale relative to the drawing to emphasize areas of greater loading. For my design, I used general reasoning for how far some footings would span.
Tulameen River Coanda screen weir design for the town of Princeton, BC
The purpose of this report was to research and design a run-of-the-river weir structure for the Town of Princeton, British Columbia. Although the scenario is fictitious in nature, the project was based on a situation that could one day be at the forefront of a small town’s proposal for a bid on a design. The purpose of this project was to assess the viability of a weir structure for the generation of hydro-electric power and thus increase the delivery of green energy for a burgeoning industrial and residential population. _________________, my industry sponsor, supported the concept behind this project and believes it to be a good exercise in academic research. My project was limited to the study of the weir design structure and did not include additional research into the hydro-electric facility. River analysis was undertaken using data taken from Gauge Station 08NL024 near Princeton and a potential site location for the weir structure was located. Using Manning’s Equation and local topography, the river’s cross sections, discharge rates and varying depths were all evaluated. Using the Gumbel Method, a 100-year return was extrapolated and a maximum peak discharge of 650 m3/s was calculated. This predicted value was then used to design the height of the wing walls of the weir structure. The Standard Step Method was used to calculate the backwater profile curve and to determine an acceptable distance of gradually varied flow. This information was then used to design the height of the backwall of the structure. An overall concrete structure was then drafted with Autodesk software using these input parameters. Based on the average discharge rate of the river, the Ogee Spillway formula was used to optimize the weir’s width, calculated at approximately 70m. A soil mechanics analysis was performed on the midspan of the structure to determine the factor of safety against uplift forces and overturning moments. Both factors of safety were deemed acceptable based on the quantity and configuration of concrete used. The Coanda screen design for this project was based largely in part from experimental data taken from the United States Department of the Interior. Based on the calculated average river discharge, an Ogee crest was designed along with an accelerator drop plate and optimal Coanda screen configuration (length, tilt, curvature, etc.). Based on the relative topography of the area, a tentative location for a powerhouse was selected and an ideal power output was calculated. The results of that output classify this structure as meeting a mini-station qualification. All relevant calculations, drawings and schematics have been included in the body of the report or in an appropriate appendix as required. Further considerations for this project would be additional research into sediment control, studying the effects of a 200-year return flood on the weir structure and exploring ways to increase the potential power output.