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Mr. Miles Walker <br /> BNH Architects, P.S. <br /> Plan Check Number: B1801-036, First Review <br /> February 23, 2018 <br /> for the connection points should be identified in the structural drawings. See IBC Section <br /> 107.2.1 and 1604.4. <br /> d. The elevator shaft is a 34-foot tall wood-framed structure. Calculations substantiating that <br /> shrinkage of the structure will not adversely affect the performance of the elevator are <br /> recommended. Elevator rails should be evaluated for induced axial loads or provided with <br /> connections that allow for vertical differential movement. See IBC Section 2304.3.3. <br /> e. The elevator shaft is framed by vertical wood studs and posts that appear intended to span <br /> vertically from the first floor slab-on-grade to the second floor framing. See page 12 of the <br /> structural calculations. The structural drawings should specify installation of continuous <br /> vertical framing between the floor systems. If the framing is not continuous, additional <br /> calculations evaluating the out-of-plane stability and load path should be submitted for <br /> review, including deflection limits for the elevator system. See IBC Sections 1604.2 and <br /> 1607.9.1. <br /> 6. The elevator system appears to be laterally supported by GL6-3/4x24 posts spanning between <br /> the floor levels. See page 12 of the structural calculations. The design should be revised <br /> based on the following: <br /> a. The calculation is based on a clear span of 16 feet. The actual clear span appears to be <br /> approximately 18 feet per Section 8/A8.1. <br /> b. The design appears to consider a maximum bending stress of 2,400 psi corresponding to <br /> strong-axis bending. The post appears subject to weak-axis bending and should consider a <br /> nominal bending stress of 1,450 psi per NDS-2015 Supplement Table 5A. See IBC Section <br /> 2306.1 <br /> c. The design does not clearly indicate if the member has been evaluated for strong-axis or <br /> weak-axis bending. The calculations should be reviewed and revised as needed. <br /> 7. Detail 3/AF1.0 states that a maximum 1:1 cut shall be performed for the elevator foundation <br /> excavation. Section 8/A8.1 indicates an excavation depth of at least 6 feet. Section 1/AF1.0 <br /> indicates an existing wall face within 2 feet of the foundation. The site conditions should be <br /> reviewed and revised if needed. Calculations substantiating the elevator foundation wall for <br /> building surcharge loads in addition to other loading should be submitted for review. See IBC <br /> Sections 1603.1 and 1604.1. <br /> 8. Plan 1/AF1.0 specifies TS5x5 and GL6-3/4x15 posts in the elevator shaft walls. The purpose of <br /> and loading conditions on the posts is not clear. The posts do not appear to be included in the <br /> structural calculation package. Documentation substantiating their design, including <br /> connections, should be submitted for review. See IBC Section 1604.1. <br /> 9. Detail 4/AF1.0 shows the anchorage of the column to the pedestal below. See IBC Section <br /> 1901.2. The following comments should be addressed: <br /> a. The minimum clear cover should be specified per IBC Section 1808.8.2 and ACI 318-14 <br /> Table 20.6.1.3.1. <br /> b. The top of the pedestal shall include transverse reinforcement complying with ACI 318-14 <br /> Section 10.7.6.1.6. <br /> Page3of <br /> CITY OF EVERETT • 3200 Cedar Street • Everett, WA 98201 • (425) 257-8810 • Fax(425) 257-8857 <br />