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• WoodWorks® Shearwalls Youngblut.wsw Jun. 10, 2021 16:51:09 Flexible Diaphragm Wind Design ASCE 7 Directional(All Heights)Loads 11 O/rcr &O✓4 5 v SHEAR RESULTS N-S W For ASD Shear Force[pH] Asp-Cub Allowable Shear[pit] ' Resp. Shearlines Gp Dir v vmax/vft V[Ibs] , Int Ext Int Ext Co C Cmb V[Ibs] Ratio Line 1 Level 2 Lni, Lev2 2 Both 52.0 52.0 1248 - 1.0 - 364 1.00 364 8736 0.14 Level 1 Lnl, Levl 2 Both 50.1 50.1 1702 - 1.0 - 364 1.00 364 12376 0.14 Line 2 Ln2, Levi Both 219.9 219.9 1429 - 1.0 - 364 1.00 364 2366 0.eO Line 4 Level 2 Ln4, Lev2 2 Both 60.1 60.1 1248 - 1.0 - 364 1.00 364 '7553 0.17 Level 1 Ln4, Levi 7 Both 89.8 89.8 2223 - 1.0 - 364 1.00 364 9009 0.25 E-W W For ASD Shear Force[plf] Asp-Cub Allowable Shear[pit] Resp. Shearlines Gp Dir v vmax/vft V[Ibs] Int Ext Int Ext Co C Cmb V Epps] _ Ratio Line A Level 1 LnA, Levl - Both - - 597 - - - - - - 3640 - Wall A-1 2 Both 59.7 59.7 597 - 1.0 - 364 1.00 364 3640 0.16 Wall A-2 1 Both 0.0 0 - 1.0 - 896 0.33 299 - - Line B Level 2 LnB, Lev2 2 Both 54.1 102.5 802 - 1.0 - 364 0.53 192 2849 0.28S Level 1 LnB, Levi - Both - -• 2414 - - - - - - 9681 - W'all B-1 2 Both 88.5 88.5 885 - 1.0 - 364 1.00 3E4 3640 0.24 Wall 5-:' Both 63.1 108.3 335 - 1.0 - 364 0.58 212 1127 0.30 Wall B-3 Both 88.5 88.5 1194 - 1.0 - 364 1.00 364 4914 0.24 Line C Level 2 LnC, Lev2 2 Both 44.8 49.7 795 - 1.0 - 364 0.90 328 5821 0.14S Level 1 LnC, Levi 2^ Both 362.5 362.5 1813 - 1.0 - 364 1.00 364 1820 1.00 Legend: W Gp-Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^"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 shearlme: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 adjustment from SDPWS 4.3.3.4.1 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 Table 4.3.3.5. 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. "S"indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 7