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18249.10 Everett Housing Pliaarity October 29, 2018 <br /> Comment Response#2 Pa 'e 6 of 8 <br /> f. The beam shall be connected to the shear walls at the Ground Floor story to transfer lateral <br /> forces from above. A detail for the connection shall be included in the construction drawings. <br /> The detail shall be of sufficient length to develop the load into the shear walls;the length <br /> calculation shall consider reduced available wall capacities due to the direct transfer of loads <br /> from lateral elements above the walls. Calculations substantiating the connection shall be <br /> submitted for review.The axial load shall include the 25% increase per ASCE 7-10 Section <br /> 12.3.3.4 Item 2. <br /> A drag strap has been added to the framing plans on sheet A-2 to drag the force into the shear <br /> walls and a detail has been added to sheet S4.2. Please see the attached supplemental <br /> calculations dated 10/29/2018 for the design of the drag strap. The shear wall has been <br /> reduced by the strap length above the shear wall. <br /> 28. This comment has not been addressed. The framing plan on Sheet A-7 does not specify in-plane <br /> shear loads for the truss. In addition,details between the truss,the roof sheathing,and the shear <br /> walls are not provided to transfer the loads. Note that page 61 of the structural calculations <br /> indicates that the west side of the building is not subject to increased loads due to the addition. This <br /> assumption is not correct if the roof diaphragm is not provided with a direct load path at the original <br /> east exterior wall of the building to the shear wall below through the new truss. The original <br /> comment is provided below. <br /> Sheets A-6 and A-7 indicate that a prefabricated roof truss may align with the existing east wall <br /> below and provide a load path between the roof diaphragm and wall line. The design load for the <br /> truss shall be specified in the structural design criteria;the load shall be identified as allowable or <br /> nominal. If the truss is not part of the lateral load path,tributary roof diaphragm loads shall not be <br /> directly applied to this wall line. See IBC Sections 107.2.1, 1603.1.8,and 1604.4. <br /> The truss design shear loads have been added to sheet A-7. <br /> 29. This comment has not been completely addressed. Calculations for the design of the holdowns to <br /> the concrete foundations shall be submitted for review. The holdown forces shall be increased per <br /> ACI 318-14 Sections 17.2.3.4.3 and 17.2.3.3. The overstrength factor shall be applied to the seismic <br /> component, not the net uplift force. Note that the holdown forces in the structural calculations are <br /> based on ASD load combinations;forces shall be recalculated using LRFD load combinations. See <br /> IBC Sections 1604.10, 1613.1, and 1901.2,and ASCE 7-10 Section 12.4.3.2 Equation 7. <br /> Please see the attached supplemental calculations for the design of the holddowns dated <br /> 10/26/2018. <br /> 250 4th Avenue South,Suite 200 <br /> C C� Edmonds,WA 98020 <br /> O <br /> ENGINEERING ph.425.778.8500 I f.425.778.5536 <br /> www.cgengineering.com <br />