2119 LOMBARD AVE 2023-05-30 - Laserfiche WebLink

WoodWorks® Shearwalls Youngblut.wsw Jun. 10, 2021 16:51:09 HOLD-DOWN DESIGN(flexible wind design,continued) 4-1 R Op 1 33.00 34.38 78 4-1 R End 33.00 34.88 18 Line B B-1 L End 0.12 11.00 Min 833 2033 B-1 R End 32.88 11.00 Min 833 2179 Line C C-1 L End 0.12 35.00 1 120 C-1 L Op 3 1.88 35.00 1 420 C-1 L End 7.13 35.00 Min 403 1665 C-1 R End 29.63 35.00 Min 403 1515 C-1 R Op :3 32.38 35.00 1 195 C-1 R End 32.88 35.00 1 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 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 comer(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 ASO 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 Plate for studs with thickness>0'-1.5"and depth>0'-5.5":Assumes min 12'plate(2) 16d at 16"oc+2 at end 92#x12=1104 CD= 1.67 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. 9