1920 100TH ST SE 2023-06-28 - Laserfiche WebLink

Lateral System: 6.The project includes a two-hour fire wall per the First Floor Plan on Sheet A2.03. The north and south shear walls are continuous through the fire wall; the walls should be discontinuous. The shear wall design should be revised. Additional holdowns should be provided at each end of each wall segment. Calculations substantiating the revised design should be submitted for review. See IBC Sections 706.2, 1604.1, 1604.4, 1613.1, and 2306.1, and AWC SDPWS-15 Section 4.3.6.4.2. RE: PLEASE SEE MODIFIED 2/S-1. PLEASE SEE ATTACHED CALCULATIONS PAGE 1 TO 5 FOR REVISED SHEARWALL CALCULATIONS FOR WIND AND SEISMIC. 7. Sheet S-2 indicates that the prefabricated roof trusses will align with the east and west shear walls below. The trusses appear to provide the horizontal load path between the roof diaphragm and walls. Design criteria for the trusses should be included in Roof Plan 1/S-2. A detail should be provided in the drawings showing the required connections between the trusses, roof diaphragm, and shear wall. Alternatively, the shear wall sheathing should extend to the roof diaphragm. See IBC Sections 107.2.1, 1603.1.8, and 1604.4. RE: SEE DETAIL 3/S-2 WHERE THE SHEARWALL SHEATHING HAS BEEN EXTENDED UP AND CONNECTED TO THE ROOF DIAPHRAGMS 8.The shear wall holdown design is provided on pages 10 and 11 of the structural calculations. The earthquake component of the uplift forces exceeds 20% of the total uplift(i.e., the earthquake force is 100% of uplift force). The earthquake component shall be increased per the provisions of ACI 318-14 Section 17.2.3.4.3. In addition, the anchorage utilizies post- installed anchors and shall satisfy the provisions of Section 17.2.3.3. Revised calculations substantiating the holdown design shall be submitted for review. The design load shall be determined per ASCE 7-10 Section 12.4.3.2 Equation 7 including the vertical seismic load effect per Section 12.4.2.2. The seismic holdown forces shall be calculated even when wind controls the lateral design. See IBC Sections 1604.10, 1613.1, and 1901.2. RE: SEE ADDITIONAL CALCULATIONS ON PAGE 7 TO 13 FOR EPDXY ANCHOR CALCULATIONS, AND UPDATED DETAIL 3/S-3 9.The project infills two separate buildings, effectively creating one structure. The infill should be designed to have connective capacity complying with ASCE 7-10 Section 12.1.3. Details for connections to the new and existing roof sections should be provided in the construction drawings. The roofs should be provided with subdiaphragms to develop the connection loads into the roof diaphragms. Calculations substantiated the connections and subdiaphragms should be submitted for review. See IBC Section 1604.1, 1604.4, and 1613.1. RE: PLEASE SEE ADDITIONAL CALCULATIONS PAGE 14 AND REVISED DETAIL 3/S-3 Miscellaneous: 10. Detail 6/S-2 shows the typical header framing. The detail should be revised to provide connections between the header and supported framing. The connections should be adequate to comply with both IBC Section 1607.14 and ASCE 7-10 Section 12.1.4. See IBC Section 1613.1. RE: PLEASE SEE UPDATED DETAIL 6/S-2. PLEASE NOTE FOR CONNECTION HAS BEEN ADDED TO THE DETAIL.