5010 DOVER ST 2025-07-31 - Laserfiche WebLink

WoodWorks® Shearwalls 2352.wsw Feb.20,2023 13:29:46 HOLD-DOWN DESIGN(rigid wind design) Level 1 Tensile ASD Line- Location[ft] Load Holddown Force[Ibs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [Ibs] Resp. Line 1 ✓ Elem 0.00 -11.62 1 771 541 230 Refer to upper level 1-1 R Op 1 0.00 -3.87 1 6443 215 6228 Refer to upper level 1-1 R End 0.00 -0.12 1 7220 486 6734 Refer to upper level Line 2 ✓ Elem 24.50 -11.37 1 840 621 219 Refer to upper level 2-1 R Op 1 24.50 -3.87 1 6076 6076 HDUB-SDS2. 6765 0.90 2-1 R End 24.50 -0.12 1 6908 621 6287 Refer to upper level Line A A-1 L End 0.12 -11.50 1 661 330 331 HDU2-SDS2. 3075 0.11 ✓ Elem 8.62 -11.50 1 839 839 Refer to upper level A-1 L Op 1 10.88 -11.50 1 679 420 259 HDU2-SDS2. 3075 0.08 A-1 R Op 1 14.13 -11.50 1 650 405 245 HDU2-SDS2. 3075 0.08 ✓ Elem 19.38 -11.50 1 841 841 Refer to upper level A-1 R End 24.38 -11.50 1 632 315 317 HDU2-SDS2. 3075 0.10 Line B B-1 L End 0.12 0.00 1 671 120 551 HDU2-SDS2. 3075 0.18 B-1 L Op 1 3.88 0.00 1 321 615 B-1 R Op 1 20.63 0.00 1 388 615 B-1 R End 24.38 0.00 1 732 120 612 HDU2-SDS2. 3075 0.20 Level 2 Tensile ASD Line- Location[ft] Load Holddown Force[Ibs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [Ibs] Resp. Line 1 1-1 L End 0.00 -11.37 135 1-1 R End 0.00 -9.12 135 1-2 L End 0.00 -8.87 1 1186 486 700 HDU2-SDS2. 3075 0.23 1-2 R End 0.00 -0.12 1 1180 486 694 HDU2-SDS2. 3075 0.23 Line 2 2-1 L End 24.50 -11.37 1 840 621 219 HDU2-SDS2. 3075 0.07 2-1 R End 24.50 -0.12 1 844 621 223 HDU2-SDS2. 3075 0.07 Line A A-2 L End 8.62 -11.50 1 839 339 HDU2-SDS2. 3075 0.27 A-2 R End 19.38 -11.50 1 841 341 HD`J2-SDS2. 3075 3.27 Line B B-1 R Op 1 4.13 0.00 1 530 530 HDU2-SDS2. 3075 0.17 B-i L Op 2 8.38 0.00 1 530 530 HDU2-SDS2. 3075 0.17 B-1 R Op 2 20.63 0.00 1 112 112 HDU2-SDS2. 3075 0.04 B-1 R End 24.38 0.00 1 107 107 HDU2-SDS2. 3075 0.03 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 tat opening n from offset opening in perforated wall above,from SDPWS 4.3.6.2.1 Location-Co-ordinates in Plan View Load Case-Results are for critical load case: ASCE 7 All Heights:Case 1 or 2 from Fig.27.3-8 ASCE 7 Low-rise:Windward corner(s)and Case A or B from Fig.28.3-1 ASCE 7 Minimum loads(27.1.5/28.3.4) Hold-down Forces: Shear-Wind shear overturning component,based on shearline force,factored for ASD by 0.60.For perforated walls, T from SDPWS 4.3-8 is used. Dead-Dead load resisting component,factored for ASD by 0.60 Uplift-Uplift wind load component,factored for ASD by 0.60.For perforated walls, T from SDPWS 4.3-8 is used. Cmb'd-Sum of ASD-factored overturning,dead and uplift 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: 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. 19 Page 44 of 63