Design of a cantilevering wood canopy for a park in South Surrey, BC

Epp, Joseph (author)
Karimi, Kian (thesis advisor)
British Columbia Institute of Technology Civil Engineering Department (Degree granting institution)

Research paper/project

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British Columbia Institute of Technology

2022

18 pages

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.

Canopies, Architectural--Design and construction

electronic