2119 LOMBARD AVE 2023-05-30 - Laserfiche WebLink

WoodWorks® Shearwalls Youngblut.wsw Jun. 10, 2021 16:51:09 HOLD-DOWN DESIGN(flexible seismic design,continued) C-1 R End 32.88 35.00 45 Legend: Line-Wall: At wall or opening-Shearline and wall number At vertical element-Shearline Posit'n- Position of stud that hold-down is attached to: V Elem- Vertical element:column or strengthened studs required where not at wall end or opening L or R End-At left or right wall end L or R Op n- At left or right side of opening n t @ Op n- Uplift force t at opening n from offset opening in perforated wall above,from SDPWS 4.3.6.2.1 Location-Co-ordinates in Plan View Hold-down Forces: Shear-Seismic shear overturning component, factored for ASD by 0.7.For perforated walls, T from SDPWS 4.3-8 is used Dead-Dead load resisting component,factored for ASD by 0.60 Ev-Vertical seismic load effect from ASCE 7 12.4.2.2=-0.2Sds x ASD seismic factor x unfactored D=0.149 x factored D.Refer to Seismic Information table for more details. Cmb'd-Sum of ASD-factored overturning,dead and vertical seismic forces. May also include the uplift force t from perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down-Device used from hold-down database Cap-Allowable ASD tension load Crit. Resp.-Critical Response=Combined ASD force/Allowable ASD tension load Notes: 1/2 AB for studs with thickness>0'-1.5": 1650 tension allowable per anchor bolt. Assume 2 per segmented wall Combined force from ASCE 7 2.4.1 load combination 10=-(0.6D-0.7Ev+0.7Eh);Eh(from 12.4.2.1)=-shear overturning force Refer to Shear Results table for factor Co,and shearline dimensions table for the sum of Li,used to calculate tension force T for perforated walls from SDPWS Eqn.4.3-8. Designer is responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table.Refer to SDPWS 4.3.6.4.3 for foundation anchor bolt requirements. 13