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r <br /> Mr. Art Skotdal <br /> Skotdal Real Estate <br /> Plan Check Number: B1906-031, First Building Review - Structural <br /> August 26, 2019 <br /> shall be provided per ACI 318-14 Section 18.10.6. Additional review comments may be <br /> provided pending review of the design. See IBC Section 1604.1. <br /> 38.The structural calculations do not include the design of the concrete diaphragms at Levels 1 and <br /> 2. Note that the Level 1 diaphragm must be evaluated to transfer the shear loads from the <br /> shear walls above to the basement walls through the diaphragm. Calculations substantiating <br /> the wall design shall be submitted for review. Additional review comments may be provided <br /> pending review of the design. See IBC Section 1604.1. <br /> 39.The structural calculations do not include the design of the wood diaphragm. Calculations <br /> substantiating the wall design shall be submitted for review. Collectors shall be designed per <br /> the requirements of ASCE 7-10 Section 12.10.2. Additional review comments may be provided <br /> pending review of the design. See IBC Sections 1604.1 and 1613.1. <br /> 40.The shear wall holdown design is provided in the wood shear wall portion of the structural <br /> calculations, and the resulting allowable stress design (ASD) level loads are provided in Detail <br /> 19/S1.30. The earthquake component of the uplift forces exceeds 20% of the total uplift (i.e., <br /> the earthquake force is 100% of uplift force). The earthquake component for connection of the <br /> holdowns to the Level 2 concrete slab shall be increased per the provisions of ACI 318-14 <br /> Section 17.2.3.4.3. Calculations substantiating the holdown design load for the attachment to <br /> the slab shall be submitted for review. The design load shall be determined per ASCE 7-10 <br /> Section 12.4.3.2 Equation 7 including the vertical seismic load effect per Section 12.4.2.2. The <br /> factored-level (LRFD) design loads shall be specified in Detail 19/S1.30. See IBC Sections <br /> 1604.10, 1613.1, and 1901.2. <br /> 41.The design for the shear wall sill plate anchor bolts has not been provided in the structural <br /> calculations. The earthquake component of the shear forces exceeds 20% of the total shear <br /> (i.e., the earthquake force is 100% of shear force). The earthquake component shall be <br /> increased per the provisions of ACI 318-14 Section 17.2.3.5.3. Calculations substantiating the <br /> anchor bolt design shall be submitted for review. The design load shall be determined per <br /> ASCE 7-10 Section 12.4.3.2 Equation 7. See IBC Sections 1604.10, 1613.1, and 1901.2. <br /> Miscellaneous: <br /> 42.The project includes an elevator at Grid E/4. Connections for the elevator system to the wood- <br /> frame portion of the shaft are provide in Details 11/S9.01 through 14/S9.01. The following <br /> comments should be addressed: <br /> a. The design loads for the elevator system, including impact loading, should be specified in <br /> Section 01003 "Design Live Loads/ Data"of the Structural Notes on Sheet S1.01. At a <br /> minimum, estimated design loads shall be specified for the design, and verified when the <br /> elevator design drawings are submitted for review. See IBC Sections 1603.1.8 and <br /> 1607.9.1. <br /> b. Details for the connection of the elevator system to the concrete portion of the structure <br /> shall be included in the structural drawings. See IBC Section 1603.1. <br /> 0 3200 Cedar Street © 425.257.8810 O everetteps@everettwa.gov <br /> Everett,WA 98201 425.257.8857 fax everettwa.gov/permits <br /> Page 11 of 12 <br />