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Mr. James Bronder, P.E. <br />May 2, 2017 <br />Pam' <br />4. Wind uplift load has been added on Sheet S-1 under "PREFABRICATED <br />WOOD TRUSSES." <br />5. Checks for the vertical reinforcement in masonry walls are included in the <br />calculations — see page 5 of the attached calculations under "IN -PLANE <br />FLEXURAL." <br />6. Anchorage calculations have been revised to include the "ka" <br />amplification factor — see pages 16 through 17 of the attached calculations. <br />See Detail A on Sheet S2-5 of the attached revised plans. <br />7. Continuous reinforcement located in the top of the CMU walls provides <br />reinforcing for chord members. See page 15 of the attached calculations. <br />8. Please see pages 9 through 10 of the attached calculations regarding <br />additional moments in the CMU wall due to the concrete corbels. Based <br />on the calculations, additional reinforcement has been added to masonry <br />wall reinforcing at corbels — see Detail A on Sheet S2-6 of the attached <br />revised plans. <br />9. The 0.91 factor is a result of using ASD load combinations from <br />ASCE 7-10: <br />12.4.2.3 ASCE <br />Basic combinations for allowable stress design: <br />5. (1 + 0.14 SQ D + 0.7 p QE = <br />(1+0.14X0.937)D+0.7X 1.3 XQE= <br />1.13 D + 0.91 QE <br />6b. (1 + 0.1 SDs) D + 0.525 p QE + 0.75 L + 0.75 S = <br />(1 + 0.1 X 0.937 D) + 0.525 X 1.3 QE + 0.75 L + 0.75S = <br />1.0937 D + 0.6825 QE + 0.75 L + 0.75 S <br />8. (0.6-0.14SDS)D+0.7pQE= <br />(0.6-0.14 X 0.937)D+0.7 X 1.3 QE= <br />0.469 D + 0.91 QE <br />As shown above, ASD load combinations 5 and 8 give the maximum load <br />factor of 0.91 for QE.' <br />vl <br />4 Printed.n recycled paper <br />