8417 EVERGREEN WAY 2022-05-23 - Laserfiche WebLink

• • S Mr. Mcllvain CRM Architects& Planners, Inc. Plan Check Number: B1805-010, First Review August 1, 2018 a. The anchorage uplift forces on Sheet S1.0 should be identified as ASD values. b. The calculations were performed considering Hilti HAS-E rods. These should be specified in General Note 1 with the epoxy system. 29.The shear wall shear connection design is based on a factored load of 2 kips per connection. Per NDS-15 Table 12E and adjustment factors per Table 11.3.1, maximum capacity is only 1.4 kips. Note that this capacity is for DFL; other grades will have less capacity. This capacity does not include the Group Action or Geometry factors (i.e., Cg and Cs). The design should be revised. See IBC Sections 1604.2 and 2307.1. See structural response letter 30.The shear wall shear connection design should be performed for the earthquake loading. The earthquake load shall be increased per the provisions of ACI 318-14 Section 17.2.3.5.3. In addition, the anchorage utilizies post-installed anchors and shall satisfy the provisions of Section 17.2.3.3. Revised calculations substantiating the shear connection design should be submitted for review. See IBC Sections 1604.10 and 1901.2. See structural response letter 31. Revised calculations for the design of the diaphragm shall be submitted for review. The diaphragm capacity shall be determined for each principal direction based on the configuration of the sheathing; see the case diagrams in AWC SDPWS-15 Table 4.2A. Collectors shall be provided as needed where the diaphragm capacities and connection lengths to the shear walls are not sufficient to provide direct load transfer. See IBC Sections 1604.1, 1604.4, and 2306.1. See structural response letter 32.The trusses bear on wide flange beams along Grid B per Plan 1/S3.0 and Detail 2/S3.0. The trusses should be provided with a positive horizontal connection to the beam. Alternatively, crossties may be provided interconnecting the truss top chords. The connections shall provide a minimum capacity of 5% of the truss dead and live load reaction at the support. Note that the Simpson H2.5A connections provide uplift resistance only and are not suitable to meet this requirement. See IBC Section 1613.1 and ASCE 7-10 Section 12.1.4. See structural response letter 33. Detail 3/S3.0 appears to show the intersection of the roof trusses and exterior walls. See IBC Sections 1603.1, 1604.1, 1604.4, 1609.1, and 1613.1. The following comments should be addressed: See structural response letter a. Horizontal connections to resist out-of-plane loading shall be provided. Note that the Simpson H2.5A connections provide uplift resistance only and are not suitable to meet this requirement. b. Calculations substantiating the connections for out-of-plane loading, including but not limited to wind leeward pressures, shall be submitted for review. The connections shall also provide a minimum capacity of 5% of the truss dead and live load reaction at the support per ASCE 7-10 12.1.4. c. Plan 1/S3.0 shall be provided with references to Detail 3/S3.0. 34. Detail 4/S3.0 appears to show the intersection of the roof deck with the exterior walls on Grids 1 and 4. See IBC Sections 1603.1, 1604.1, 1604.4, and 1609.1. The following comments should be addressed: See structural response letter Page 10 of1O; CITY OF EVERETT• 3200 Cedar Street • Everett, WA 98201 • (425) 257-8810 • Fax(425) 2 - 3--