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• <br /> Ms. Finsch <br /> Tiscareno Associates <br /> Plan Check Number: B1801-032, First Review <br /> March 13, 2018 <br /> ASCE 7-10 Table12.3-1, and will require the framing below the walls to comply with Section <br /> 12.3.3.3. In addition, the Level 4 diaphragms must be designed for additional shear forces. <br /> The structural design should be revised. See IBC Sections 1604.1, 1604.4, 1613.1, and <br /> 2306.1. <br /> 38.The calculations for the earthquake story shears do not appear to be included for the South <br /> Building and should be submitted for review. Note that the calculations for the North Building <br /> on structural calculations page SC203 incorrectly determined the vertical distribution based on <br /> the floor elevations instead of the floor heights above grade. See Sheet A400. See IBC <br /> Section 1613.1 and ASCE 7-10 Section 12.8.3. <br /> 39.The distribution of lateral forces to the shear walls is provided on structural calculations page <br /> SC249 for the east-west direction and pages SC263 for the north-south direction. The <br /> overturning moments appear to be based on the floor-to-ceiling heights. The moments should <br /> be revised using the floor-to-floor heights as shown on Sheet A400. See IBC Section 1604.4. <br /> 40.The structural calculations do not appear to include a design for the diaphragms. The <br /> following comments should be addressed: <br /> a. Documentation substantiating the diaphragms'design should be submitted for review. See <br /> IBC Section 1604.1, 1604.4, 1609.1.1, and 1613.1, ASCE 7-10 Section 12.10, and AWC <br /> SDPWS-15 Sections 4.1 and 4.2. <br /> b. The structure shall be evaluated for a torsional irregularity including accidental eccentricity <br /> per AWC SDPWS-15 Section 4.2.5.1 and ASCE 7-10 Section 12.8.4.2. See also ASCE 7-10 <br /> Table 12.3-1 for the calculation of torsion based on the story drift at each level. <br /> Torsionally-irregular structures shall comply with SDPWS-15 Section 4.2.5.1 Item 3. <br /> c. Torsionally-irregular structures shall increase the loads in diaphragm connections,and <br /> collectors and;their connnections, by 25% per ASCE 7-10 Section 12.3.3.4. <br /> 41.The structure has a Type 2 Horizontal Structural Irregularity per ASCE 7-10 Table 12.3-1. The <br /> loads in diaphragm connections, and collectors and their connections, shall be increased by <br /> 25% per ASCE 7-10 Section 12.3.3.4. See IBC Section 1613.1 <br /> 42.The structure has a re-entrant corner at Grid S-C/S.1-1. The diaphragm chords shall be <br /> developed on either side of the re-entrant corner into the diaphragms at all levels. The <br /> diaphragms shall have sufficient shear capacity to transfer chord forces in addition to shear <br /> forces from lateral loads. Where the diaphragm edge is staggered, chords shall be developed <br /> along all edges around the re-entrant corner. See IBC Section 1613.1 and 2306.1, ASCE 7-10 <br /> Sections 12.1.3 and 12.10.1, and APA SDPWS-15 Section 4.1.4. <br /> 43. Detail 9/S602 shows the hold-down anchorage for the wood shear walls. Calculations <br /> substantiating the anchorage design per ACI 318-14 Chapter 17 should be submitted for <br /> review. The design shall consider the load requirements of ACI 318-14 Section 17.2.3.4.3. <br /> Note that the reinforcement provisions of Section 17.4.2.9 do not apply to the case of side-face <br /> blow-out per ACI 381-14 Section 17.4.4. See IBC Section 1901.2. <br /> 44.The structure appears to include collector framing along Grids S-A.7 and S-B.3 at Levels 2 <br /> through the roof. The following comments should be addressed: <br /> ag�e9of11 <br /> CITY OF EVERETT • 3200 Cedar Street • Everett,WA 98201 • (425) 257-8810 • Fax(425) 25757-8857 <br />