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I • <br /> MARTIN CONSULTING GROUP <br /> Providing Structural Design Services <br /> 62c noted for 16' and 8;' spans with post as part of <br /> analysis. G) Detail 13/S 1.2 notes requirements based upon <br /> opening size. H)Details 13-16 have been revised, updated <br /> or deleted. I)Additional calc on page 39b & 39c for point <br /> load at mid span has been added for reference. <br /> 16 Connection noted and also referenced to 3/S3.0 sim. <br /> 18 D)additional items noted on sheet 100 for DL+WL+SL, <br /> note max force is approx. 900#with a moment of 5.4h-ft on <br /> a single 6x6 DF#1 post,assumed acceptable. A35 clips <br /> T&B> 900# shear. <br /> 26 A—D) See additional sheet 70b for check of 14' wall at <br /> line R4.Note that Omega on 1 &4 for seismic is same as <br /> wind load. Also note that on page 69 mass elements were <br /> increased for Sds for overall seismic shear loading in front <br /> end and not back end. See sheet 70b for explanation of 10' <br /> wall, as full exterior is sheathed and is stiffer than 10' wall <br /> portions the rigidity of the lower wall with straps can be <br /> analyzed for lower portion of wall only. Walls in Ra and Rc <br /> direction has approximate 2x factor for hold-down, but <br /> hold-down shall be upgraded on walls as shown on <br /> foundation plan. <br /> 27 Anchors for Simpson hold-downs are wet set bolts not post <br /> installed. <br /> 31 Analysis on page 71 shows non-structural 1 sheathing for <br /> design. <br /> 32 Joist support revised to H8 and perp to joist spacing <br /> changed to 48"oc as revised on roof plan and sections. See <br /> additional check on page 46. <br /> 33 See response to 32 above. B)note that leeward is 25 psf <br /> and main wall is 26 psf design load. <br /> 34 A) See response to 32 & 33 above. B) See additional calc <br /> on page 71b. C) See response to 32 & 33 above. <br /> 35 See addition analysis for HVAC unit on page 100b & <br /> 100c/d.Note that wind load controls design.Max up is <br /> 7281b and max down is 14661b. <br /> 36 See response to 35 above. <br /> 37 Details are referenced on plans. <br /> 38 Items noted have been reviewed and revised. <br /> 39 Furred/double stud walls are noted on foundation plan as <br /> bump walls and are correct. <br /> 40 Note on S2.1 revised to wood wall and detail has been <br /> revised to be non-structural on S 1.2. <br /> 41 Parapet bracing noted on page 46, added wind loading on <br /> roof framing plan. <br /> 2204 PLAZA DRIVE. SUITE 1 30 I ROCKLIN,CALIFORNIA 95765 I PHONE 916.256.481 6 I FAx 916.302.4065 <br />