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• • <br /> Mr. Charlie Morgan,Jr. <br /> Charles Morgan &Associates <br /> Plan Check Number: B1805-043, Second Review <br /> October 24, 2018 <br /> c. The relative stiffness of the walls shall be considered per IBC Section 1604.4 and AWC <br /> SDPWS-15 Section 4.2.5.2. Documentation substantiating the wall stiffnesses shall be <br /> included in the calculation package. <br /> d. The seismic analysis shall evaluate the structure for torsional irregulaties per ASCE 7-10 <br /> Table 12.3-1 Items la and lb. <br /> e. The seismic analysis shall include accidental torsion including amplification per ASCE 7- <br /> 10 Sections 12.8.4.2 and 12.8.4.3. <br /> f. The wind analysis shall consider the load combinations of ASCE 7-10 Section 27.4.6 and <br /> Figure 27.4-8. All cases shall be considered unless documentation substantiates that <br /> structure satisfies the requirements of Section D1.2.1 at each level. See IBC Section <br /> 1609.1.1. <br /> 8. The wood structure has a Type 2"Reentrant Corner horizontal structural irregularity per <br /> ASCE 7-10 Table 12.3-1. Furthermore, it appears that the structure may require collectors <br /> to transfer loads to the wood shear walls. The design forces shall be increased by 25% for <br /> collectors and connections of collectors and diaphragms to the shear walls. Calculations <br /> substantiating the design of the elements for the increased loads shall be submitted for <br /> review. Collectors shall be shown on the plans where required and details provided as <br /> needed. See IBC Sections 1603.1, 1604.1, 1604.4, and 1613.1. <br /> 9. Documentation shall be submitted for review substantiating that the elevated slab on Sheet <br /> S2.2 satisfies the requirements of ACI 318-14 Section 18.14.5.1. Calculations for the design <br /> shears in the slab shall be included. The shears determined from moments induced in the <br /> column-slab joint shall be consistent with the column design per Comment 5. Alternatively, <br /> shears based on a conservative fix-joint assumption may be used. See IBC Section 1901.2. <br /> 10.The shear wall holdown design has not been provided in the structural calculations. The <br /> earthquake component of the holdown forces exceeds 20% of the total uplift. The <br /> earthquake component shall be increased per the provisions of ACI 318-14 Section <br /> 17.2.3.4.3. Calculations substantiating the holdown design should be submitted for review. <br /> The holdown design shall be performed using factored loads. See IBC Section 1901.2. <br /> 11.The project includes an elevator in the southwest corner of the building. The"Design <br /> Criteria and Loads"section of the Structural General Notes on Sheet SO.1 does not specify <br /> design criteria for the elevator system. The following comments should be addressed: <br /> a. The elevator design drawings should be included in the list of deferred submittals in the <br /> Structural General Notes. See IBC Section 107.3.4.1. <br /> b. The design loads for the elevator system, including impact loading, should be specified <br /> in the"Elevators"section of the Structural General Notes. At a minimum, estimated <br /> design loads should be specified for the design, and verified when the elevator design <br /> drawings are submitted for review. See IBC Sections 1603.1.8 and 1607.9.1. <br /> c. The building structure (i.e., elevator shaft and supporting floor framing) that supports <br /> components of the elevator system is included in the current submittal drawings. <br /> Calculations substantiating the design of the structure t upport the elevator loads <br /> © <br /> 3200 Cedar Street © 425.257.8800 O everettpw@everettwa.gov <br /> Everett,WA 98201 425.257.8882 fax everettwa.gov <br />