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• <br /> 1111111 <br /> 1111111111111111 <br /> 1 <br /> NMI <br /> nominal diaphragm strength of 680 plf. This value does not appear to correspond to AWC SDPWS- <br /> 15 Tables 4.2A and 4.2C for the specified sheathing and nailing. It is noted that the drawings have <br /> added blocking for the first 8 feet at each end of the north-south span. The design should be <br /> clarified. <br /> DCI Response: <br /> a. See supplemental calculation sheet S-5 for the shear in the shear wall and floor <br /> diaphragm. In your first set of comments you gave an option to drag the load to the shear <br /> wall or check the strength of the diaphragm to match the demand on the shear wall so <br /> that the diaphragm shear can be distributed to the shear wall for the length of the shear <br /> wall.So using a shear of 6370 pounds and a diaphragm depth equal to the shear wall <br /> length of 24'the unit shear in both the wall and diaphragm is 265 PLF.The shear wall and <br /> diaphragm have a unit shear capacity of 265 PLF or greater. <br /> b. The blocking only occurs for the 1st 8 feet from the shear walls between grids F.4 and G.9. <br /> This is the longest diaphragm"span"and the highest shear demand.The diaphragm <br /> capacity was wrongly shown in the original calculations,but the correct diaphragm <br /> capacity is higher than reported.Per SDPWS table 4.2A,using 10d nails, 19/32 sheathing <br /> and 3x nominal width of face at adjoining panel edges(Red-L joist)the diaphragm capacity <br /> is 720 PLF/2=360 PLF which is greater then the demand of 324 PLF. <br /> 8. This comment has not been addressed. LRFD uplift forces have not been calculated. The anchor <br /> calculations appear to be out-of-plane and shear connections between the mezzanine 2' floor and <br /> the precast wall panels. See the original comment for noted ACI design criteria. In addition,the <br /> load should be calculated using ASCE 7-10 Section 12.4.3.2 Equation 7. Note that per Equation 7:a) <br /> the overstrength factor shall apply to the earthquake component, not the net uplift force;and b)the <br /> vertical seismic load effect per Section 12.4.2.2 shall be included in the design load. <br /> DCI Response:Hold down calculations have been updated for the office in the same manner as for <br /> the TAT space.See supplemental calculations sheets S-6 thru S-18 <br /> Sincerely, <br /> DCI Engineers <br /> (clex A-si67; ) <br /> Craig A. Stainer, P.E., S.E. <br /> Associate <br />