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WoodWorks® Shearwalls 2352.wsw Feb. 20,2023 13:29:46 Flexible Diaphragm Wind Design ASCE 7 Directional(All Heights)Loads SHEAR RESULTS N-S W For ASD Shear Force[plf] Asp-Cub Allowable Shear[plf] Resp. Shearlines Gp Dir v vmax/vft V[Ibs] Int Ext Int Ext Co C Cmb V[Ibs] Ratio Line 1 Level 2 Lnl, Lev2 - Both - - 1279 - - - - - - 3528 - Wall 1-2 1 Both 142.1 - 1279 - 1.0 - 392 - 392 3528 0.36 Level 1 Lnl, Levl - Both - - 2837 - - - - - - 3380 - Wall 1-1 2 Both - - 2837 - 1.0 - 770 - - 3080 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 770 - 770 - - Seg. 2 - Both 709.2 0.0 2837 - 1.0 - 770 - 770 3080 0.92 Line 2 Level 2 Ln2, Lev2 - Both - - 1279 - - - - - - 4508 - Wall 2-1 1 Both - - 1279 - 1.0 - 392 - - 4508 - Seg. 1 - Both 232.5 -18.2 697 - 1.0 - 392 - 392 1176 0.59 Open. 1 - Both - 229.8 1379 - - - 392 - 392 2352 0.59 Seg. 2 - Both 232.5 -18.2 581 - 1.0 - 392 - 392 980 0.59 Level 1 Ln2, Levl - Both - - 2837 - - - - - - 3080 - Wall 2-1 2 Both - - 2837 - 1.0 - 773 - - 3030 - Seg. 1 - Both 0.0 0.0 0 - 1.3 - 770 - 770 - - Seg. 2 - Both 709.2 0.0 2837 - 1.0 - 770 - 770 3080 0.92 E-W W For ASD Shear Force[pit] Asp-Cub Allowable Shear[plf] Resp. Shearlines Gp Dir v vmax/vft V[Ibs] Int Ext Int Ext Co C Cmb V[Ibs] Ratio Line A Level 2 LnA, Lev2 - Both - - 507 - - - - - - 5647 - Wall A-2 1 Both 46.1 - 507 - 1.0 - 392 - 392 4312 0.12 Wall A-3 1 Both 0.0 - 0 - .97 - 392 - 382 1335 0.00 Level 1 LnA, Levl - Both - - 1115 - - - - - - 8428 - Wall A-1 1 Both - - 1115 - 1.3 - 392 - - 8428 - Seg. 1 - W->E 52.3 0.0 576 - 1.0 - 392 - 392 4312 0.13 - E->W 54.1 0.0 595 - 1.0 - 392 - 392 4312 0.19 Seg. 2 - W->E 51.3 0.0 539 - 1.0 - 392 - 392 4116 0.13 - E->W 49.5 0.0 520 - 1.0 - 392 - 392 4116 0.13 Line B Level 2 LnB, Lev2 - Both - - 507 - - - - - - 3332 - Wall B-1 1 Both - - 507 - 1.0 - 392 - - 3332 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 392 - 392 - - Seg. 2 Both 75.3 0.0 339 - 1.0 - 392 - 392 1764 0.19 Seg. 3 - Both 42.0 0.0 168 - 1.0 - 392 - 392 1568 0.11 Level LnB, Levl - Both - - 1115 - - - - - - 3136 - Wall B-1 1 Both - - 1115 - 1.0 - 392 - - 3136 - Seg. 1 - W->E 180.2 0.0 721 - 1.3 - 392 - 392 1568 0.96 - E->W 120.4 0.0 481 - 1.0 - 392 - 392 1568 0.31 Seg. 2 - W->E 98.9 0.0 394 - 1.0 - 392 - 392 1568 0.25 - E->W 158.3 0.0 633 - 1.0 - 392 - 392 1568 0.90 Legend: W Gp-Wall design group defined in Sheathing and Framing Materials tables,where it shows associated Standard Walt"^"means that this wall is critical for all walls in the Standard Wall group. For Dir-Direction of wind force along shearline. v-Design shear force on segment=ASD-factored shear force per unit length of full-height sheathing(FHS) vmax/vft-Perforated walls:Collector and in-plane anchorage force as per SDPWS eqn.4.3-9=V/FHS/Co.FHS is factored for narrow segments as per 4.3.4.3 Force-transfer walls:Shear force in piers above and below either openings or piers beside opening(s).Aspect ratio factor does not apply to these piers. V-ASD factored shear force.For shearline:total shearline force.For wall:total of all segments on wall.For segment:force on segment Asp/Cub-For wall:Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier:Aspect Ratio Factor from SDPWS 4.3.4.2. Int-Unit shear capacity of interior sheathing;Ext-Unit shear capacity of exterior sheathing. For wall:Unfactored.For segment:Include Cub factor and aspect ratio adjustments. Co-Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C-Sheathing combination rule,A=Add capacities,S=Strongest side or twice weakest,G=Stiffness-based using SDPWS 4.3-3. Cmb-Combined interior and exterior unit shear capacity including perforated wall factor Co. 11 Page 36 of 63