Calcualte the design capacity of the connection

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Reference no: EM132542922 , Length: 3 pages

Question: Details of connection between the timber roof beam (which supports the roof purlins and roof cladding, see Figure 1) and timber column supporting the beam in a factory located in Perth is shown in Figure 2.

The connection is designed using 10 mm thick steel gusset plates on both faces of the joint and four M12 bolts are used on the beam and on the column as shown in Figure 2. The thickness (b) of both the column and the beam is 90 mm.

Timber in the column and the beam can be assumed to be LVL (Grade 11) made of Australian Douglas Fir.

Analysis of the structure showed that the design of this conneciton is governed by the load combination involving Wind Uplift (i.e load combination 0.9 G + Wu) and the connection is subjected to direct loads only (i.e. bending moment on the conneciton = 0).

i. Calcualte the design capacity of the connection for the given load case. Also, identify if the capacity is governed by the connection in the beam or in the column.

ii. If the depth of column is 170 mm, check if the depth of the column is sufficient to acccomodate the bolts as shown. Assume that the steel gusset plate thickness is sufficient to transfer the design load and will not govern the connection capacity.

The joint group for the LVL should be based on the timber species used in the LVL.

Assume that the detailing of the bolted connection meets the requirements of AS1720.1 (2010).

Holes in the steel plate can be assumed to be tight fitting.

Attachment:- timber roof beam.rar

Reference no: EM132542922

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