3301 SEAWAY BLVD MAGNIX 2023-12-06

NNW • Response to review comments 3301 Seaway Blvd (B2108-001) Novemb- • 4 Page 2 of 2 The anchorage design calculations appear to include the overstrength factor per ACI 318-14 Sections 17.2.3.4.3(d) and 17.2.3.5.3(c). However, it appears the base input loads for tension and shear may be the net loads from the applicable LRFD load factors. The overstrength factor is required to be applied to the seismic component only, not the net uplift. The calculations should be revised as needed. See Appendix D for clarification on the loads on columns and base plates. Continuing with the previous comment, the vertical load should include the vertical seismic effect per ASCE 7-16 Sections 12.4.2 and 12.4.2.2. See Appendix D for clarification on the loads on columns and base plates. Pending review of the previous two comments, it appears that the unmodified column connection types for two and three anchors are sufficient with the 5/8" Hilti HAS rods. Verify these should be specified at the unmodified base plates. See also Comment 12 below. See Appendix D for clarification on the loads on columns and base plates. The design of the tension-only brace connections is based on a reduced design load, where the load determined by analysis (i.e., 2.7 kips) has been reduced by the 160% load factor for the strap short-term increased capacity(i.e., strap expected strength under short-term loading). This is not correct. See AISC 341-16 Section F2.6a. The maximum load should be increased using the overstrength factor for a resulting ASD connection demand of 2.7*(W=2.0) = 5.4 kips. This exceeds the 3.44 kip screw capacity. See Appendix E for clarification on the strap sizing and strap connections to columns. The columns at the intersection frames (i.e., the corners) should be designed for the orthogonal load effects per ASCE 7-16 Section 12.5.4. See Appendix D for clarification on the loads on columns and base plates. The columns should be designed for the strength requirements per AISC 341-16 Section D1.4a. See Appendix D for clarification on the loads on columns and base plates. The column base plates and stiffeners should be designed per the requirements of AISC 341-16 Section D2.6. See Appendix D for clarification on the loads on columns and base plates. I am available should you have any questions. L S. L Sincerely, U A � ;, a\ MLA Engineering, LLC <ii� %I' ,/tia. 'rep, „: 20751 •:�,& o ssIONAL 0 Serena Baxter, P.E., S.E. Michael S. Leonard, P.E., S.E. Sr. Engineer Principal 1424 Fourth Ave,Suite 415 Tel:206.264.2727 Seattle,Washington 98101 Fax:206.264.4835