3323 HOYT AVE C D 2020-06-17 - Laserfiche WebLink

h • Page 9 of 9 .The shear walls on Grid A.1 are discontinuous to the foundation, resulting in a Type 4 Horizontal Structural Irregularity per ASCE 7-10 Table 12.3-1. Furthermore, the walls are not consistent between the second and third stories per the plans on Sheets S-5.0 and S- 6.0. All structural elements supporting the discontinuous walls at both levels shall be designed considering the over-strength factor per Section 12.3.3.3. Structural elements required to meet this loading criteria include but are not limited to: beams including bearing and mechanical shear connections, columns and posts, foundations, and connections between elements including those resisting uplift. Note that the connections per Detail 1/S- 4.0 do not appear structural adequate to transfer the required uplift forces. The design shall include the seismic load combinations per Section 12.4.3.2. The design shall provide a complete load path to the foundation. See IBC Sections 1604.2, 1604.4, and 1613.1. Response;Design for the irregularities for the structural system components was performed. Calculations are attached for your review. .The structure has a Type 4 Horizontal Structural Irregularity per ASCE 7-10 Table 12.3-1. The design forces of the diaphragm connections to Shearwalls and collectors, collectors, and collector connections to shear walls shall be increased per Section 12.3.3.4. Design forces shall also comply with Section 12.10.2.1. Calculations substantiating the design shall be submitted for review. See IBC Sections 1604.1 and 1613.1. Response:Design for the irregularities and forces you requested was performed and supplemental calculations are attached per your request ontinuing with the previous comment, the Upper Level diaphragm does not directly connect to the shear walls on Grid 3 per Sheet S-5.0. Note that additional openings occur in the floor along the collectors per Sheet 5-of-10 that do not appear on Sheet S-5.0 and further reduce the connection capacity. Calculations substantiating the load path shall be submitted for review. See IBC Section 1604.4. Response;Design for the irregularities and forces you requested was performed and supplemental calculations are attached per your request . Section 3/S-6.0 indicates that the prefabricated roof trusses will align with the shear walls below and provide the horizontal load path between the roof diaphragm and walls. Design criteria for the trusses should be included in the"Design Loads" section of the General Notes on Sheet SS-1.0. See IBC Sections 107.2.1, 1603.1.8, and 1604.4, and ASCE 7-10 Section 1.4. Response:The design axial load was provided to the Truss Mfg. in the instruction on Sheet S6 note 4.E as 3500 lbs. Further load criteria is provided in the general notes. "Hold-down Mark"2"on Sheet S-5.0 specifies connections to the W14 beams at the Main Level floor using 5/8-inch bolts through the top flanges. Calculations evaluating the concentrate loads on the flanges per AISC 360-10 Section 310. Stiffener plates shall be provided as required. See other requirements requiring amplification of hold-down forces per ASCE 7-10 Section 12.3.3.3. See IBC Sections 1604.2, 1613.1, and 2205.1. Response; See attached requested supplemental information and calculations 817 Metcalf Street, Suite 207 Office: 360.855.2333 Ext.207 Sedro-Woolley,WA 98284 Cell: 360.982.0928