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4 <br />18530 MERIDIAN AVE N. <br />ENGINEERINGBURT <br />SHORELINE, WA 98133 <br />10. The plan note on Sheet S1.2 specifies double studs and "Simpson ACE MAX" connections <br />at each end of the headers. See IBC Sections 107.2.1 and 1603.1. The following <br />comments should be addressed: <br />a. Additional king studs shall be provided at the end of each header for out -of -plane <br />wall support. The studs shall be connected to the sill and top plates. <br />b. The connections are not sufficiently specific to a single Simpson product. The <br />required connections shall be clearly specified. <br />c. The 4x studs are 1/2-inch wider than the double 2x headers. An additional 1/2- <br />inch plywood spacer shall be specified. <br />d. The plans appear to support 4x headers with 6x studs at multiple locations. The <br />specified connections are not compatible with this condition. Suitable <br />connections shall be specified. <br />Response: See details D and E on sheet S2.2 <br />11. The cantilever beam at Grid A/1-1.8 on Sheet S1.2 is designated as beam "ECB1" in the <br />structural calculations. See IBC Sections 1604.1 and 1604.4. The following comments <br />should be addressed: <br />a. The calculations specify uniform dead and live loads of 15 psf and 25 psf, <br />respectively. These are presumed to represent the weight of the roof structure <br />and snow. The calculations appear to indicate a tributary width of zero, which <br />corresponds to the analysis results considering only the point loads. The <br />calculations should be revised using the appropriate tributary width. <br />b. The calculations indicate dead and live concentrated loads of 489 Ibs and 816 <br />Ibs, respectively. The source and calculation of the loads should be clarified. <br />c. The beam appears intended to rely on the resisting weight on the backspan to <br />stabilize the cantilever. It is recommended that the stability of the back -span <br />consider Equation 16-10 with a 0.6-factor on the resisting weight, similar to <br />Equation 16-16. <br />d. Continuing with the previous comment, the backspan end shall be provided with <br />holdown anchorage if uplift occurs. The anchorage shall be continuous and <br />positively connected to the foundation. <br />e. The studs and foundation providing bearing at the base of the cantilever will be <br />subject to a large, concentrated tension and compressive loads. Calculations <br />substantiating the studs and foundation shall be submitted for review. Uplift <br />connections shall be provided as required. <br />f. Section H/S2.1 provides a section through the cantilever beam. The beam <br />appears to support the truss ends per the plan. However, the trusses do not <br />appear in the section. Connections should be provided between the trusses and <br />beam to provide a positive connection and to resist wind uplift. See IBC Section <br />2306.1 and AWC SDPWS-15 Section 3.4. <br />