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CONSULTING ENGENEERS <br /> RESPONSE: We have updated"Reinforcement" section of General Notes sheet to incorporate this <br /> requirement. <br /> Comment#6: On Detail 4/S302, it appears that there are several blank spaces reserved,please clarify <br /> or update detail for clarity. <br /> RESPONSE: The referenced detail has been updated. <br /> 111 <br /> Comment#7: The typical yielding mechanism for concrete shear walls is at the base of the shear walls. <br /> Per ACI 318-14 Sec 18.13.2.1,foundation reinforcement is to be fully developed for tension of the bars. <br /> By extension, where yielding is expected to occur for the reinforcement, the full expected tension <br /> (1.25fy). Please provide lap splices for concrete shear walls which have 125%lap splice length. Please <br /> provide a schedule or update details as required. <br /> RESPONSE: We have updated the splice schedule provided on 5/S302 to this effect (refer to note#6 in <br /> this detail). <br /> Comment#8:Per ASCE 7-10 Sec 12.3.4.2,please provide provisions to check for p,for both the wood <br /> framed and concrete structures. <br /> RESPONSE: We are considering rho as 1.3 for both wood and concrete structure. Note that for wood <br /> building was already designed considering Rho as 1.3. Please see updated calculations for the same. <br /> Comment#9: Please provide a diaphragm design for the post-tensioned concrete slab. Include checks <br /> for shear, chord reinforcement, drag struts, and dowel designs as required to transfer loading. <br /> RESPONSE: Please see pages#187 to 199 in calculation package submitted. <br /> Comment#10: It appears that your calculations state that the basement wall design (W3) is assuming <br /> the walls are spanning horizontally between W1 & W4 instead of traditionally spanning vertically 10'- <br /> 0"from slab-on-grade to the post-tensioned concrete slab. However, the permit calculations don't <br /> appear to indicate this. If they are spanning vertically,please clarify and update reinforcement and <br /> design as required, accounting for unbalanced soil loads into the global analysis of the structure. If they <br /> are spanning horizontally,please clarify. <br /> RESPONSE: Wall has been designed vertically for out of plane loads. The above comment is due to <br /> wording error on our previously submitted calculation package. Please see updated calculation package <br /> for this revision(see page#75). <br /> Comment#11: For concrete shear walls,please indicate which phi factor(0) was used for the design of <br /> shear walls per ACI 318-14 Sec 21.2.4 for shear. <br /> RESPONSE: Shearwalls have now been redesigned and rechecked using Etabs. Please see Etabs report <br /> section(on page#138) for this requirement which has been considered in the design of shearwalls. <br /> 2200 6TH AVENUE, #601 WW'W.PSM-LNGJ.NEERS.COM PHONE 206-622-4580 <br /> SEATTLE WASHINGTON 98121 USA FAX 206-622-0422 <br />