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WoodWorks® Shearwalls 2352.wsw Feb.20,2023 13:29:46 SHEAR RESULTS(flexible seismic design) 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 - - 910 - - - - - - 2520 - Wall 1-2 1 Both 101.1 - 910 - 1.0 - 280 - 280 2520 0.36 Level 1 Lnl, Levi - Both - - 1334 - - - - - - 2200 - Wall 1-1 2 Both - - 1334 - 1.0 - 550 - - 2200 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 550 - 550 - - Seg. 2 - Both 333.5 0.0 1334 - 1.3 - 550 - 550 2200 0.61 Line 2 Level 2 Ln2, Lev2 - Both - - 910 - - - - - - 3220 - Wall 2-1 1 Both - - 910 - 1.0 - 280 - - 3220 - Seg. 1 - Both 165.5 -12.9 496 - 1.0 - 280 - 280 840 0.59 Open. 1 - Both - 163.6 981 - - - 280 - 280 1680 0.58 Seg. 2 - Both 165.5 -12.9 414 - ' 1.0 - 280 - 280 700 0.59 Level 1 Ln2, Levl - Both - - 1334 - - - - - - 2200 - Wall 2-1 2 Both - - 1334 - 1.0 - 550 - - 2200 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 550 - 550 - - Seg. 2 - Both 333.5 0.0 1334 - 1.0 - 550 550 2200 0.61 E-W 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 A Level 2 LnA, Lev2 - Both - - 910 - - - - - - 4034 - Wall A-2 1 Both 82.7 - 910 - 1.0 - 280 - 280 3080 0.30 Wall A-3 1 Both 0.0 - 0 - .97 - 280 - 273 954 0.00 Level 1 LnA, Levl - Both - - 1334 - - - - - - 6020 - Wall A-1 1 Both - - 1334 - 1.0 - 280 - - 6020 - Seg. 1 - W->E 62.6 0.0 689 - 1.0 - 280 - 280 3080 0.22 - E->W 64.4 0.0 708 - 1.0 - 280 - 280 3080 0.23 Seg. 2 - W->E 61.4 0.0 645 - 1.0 - 280 - 280 2940 0.22 - E->W 59.6 0.0 602E - 1.0 - 280 - 280 2940 0.2 Line B Level 2 LnB, Lev2 - Both - - 910 - - - - - - 2380 - Wall B-1 1 Both - - 910 - 1.0 - 280 - - 2380 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 280 - 280 - - Seg. 2 - Both 119.8 0.0 539 - 1.0 - 280 - 280 1260 0.43 Seg. 3 - Both 92.7 0.0 371 - 1.0 - 280 - 280 1120 0.33 Level 1 LnB, Levl - Both - - 1334 - - - - - - 2240 - Wall B-1 1 Both - - 1334 - 1.0 - 280 - - 2240 - Seg. 1 - W->E 260.8 0.0 1043 - 1.0 - 280 - 280 1120 0.93 - E->W 125.9 0.0 504 - 1.0 - 280 - 280 1120 0.45 Seg. 2 - W->E 72.6 0.0 291 - 1.0 - 280 - 280 1120 0.26 - E->W 207.5 0.0 830 - 1.0 - 280 - 280 1120 0.74 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 seismic 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. V-Total factored shear capacity of shearline,wall or segment. Crit Resp-Response ratio=v/Cmb=design shear force/unit shear capacity. "W'indicates that the wind design criterion was critical in selecting wall. Notes: 25 Page 50 of 63