610 14TH ST 2025-04-01 - Laserfiche WebLink

Table 4.2C Nominal Unit Shear Capacities for Wood-Frame Diaphragms Unblocked Wood Structural Panel Diaphragms1,2,3,4,5 A B SEISMIC WIND Minimum 6 in.Nail Spacing at Minimum Minimum Nominal Width 6 In.Nail Spacing at diaphragm boundaries diaphragm boundaries and Common Fastener Nominal DfNailedFaceal and!supported panel edges. supported panel edges Sheathing Grade Penetration Panel Supported Cases Nail Sae In Framing Thickness Edges and Case 1 Cases 2,3,4,5,E Case 1 2.3,4,516 (In,) (in) Boundaries V, G, Y: G, vw Vw (m.) I ki fin. l kl In. I I OSB PLY 086 PLY 5d 1-114 5116 - 330 9.0 7.D 250 6.0 4.5 460 350 370 7.0 6.0 280 4.5 4.O 520 390 Slr-r Li'ai l 8d 1-3l8 318 - 480 8.5 7.0 360 6.0 4.5 670 505 530 7.5 6.0 400 5.0 4.O 740 560 10d 1-112 15132 - 570 14 10 430 9.6 7.0 800 600 640 12 9.0 480 8.0 6.0 895 670 5116 300 9.0 6.5 220 6.0 4.0 420 310 6d 1-114 3 340 7.0 5.5 250 5.0 3.5 475 350 318 2 330 7.5 5.5 250 5.0 4.0 460 350 3 370 6.0 4.5 280 4.0 3.0 520 390 318 4 3 1 480 7.5 5.5 360 5.0 3.5 1 670 505 Sheathing and 4 .5 340 5.5 4.0 645 475 Single-Floor sd 1-3l8 711E 3 510 7.0 5.5 380 4.5 3.5 715 530 15132 2 480 7,5 5.5 360 5.0 4_0 670 505 3 530 6.5 5.0 400 4.0 3.5 740 560 15132 2 510 15 9.0 380 10 6_C 715 530 ltid 1-112 3 580 12 8.0 430 8.0 5.5 810 600 19132 2 570 13 8.5 430 8.5 5.5 800 600 3 640 10 7.5 1 480 7.0 5.0 895 670 1. nominal unit ehearcapacities shall he adjusted in accordance with 4.2.3 to de- Cases t&3:Connnuous Caws 2&4:Continuous Caws 5&6:Continuous lermine ASD al lowable unit shear capacity and LRFD factored unit resistance Panel Joints Perpendicular Parcel Joint,,Parallel to 11.1 nel Joints Perpen- Fnr general construction requirements see 4.2.6. For specific requirements, to Framing Framing diculunmd l.)rallel to see4.2.7.1 for wood structural panel diaphragms.See Appendix A for common Framing nail dimensions. 2. For species and grades of framing other than Douglas-Fir-Larch or Southern Long panel Direction �" y �r s e _l " + Pine,reduced nominal unit shearcapecities shall be determined by multiplying Perpendicular toSupports the tabulated nominal unit shear capacity by the Specific Gravity Adjustment V Factor-[I-(0.5-G)],where G-Specific Gravity of the framing lumber from the NOS(Table 12.3.3A). The Specific Gravity Adjustment Factor shall not he greater than 1. 3. Apparent shear stiffness values.G,,are baud on nail slip in framing with moisture content less than or equal to 19`!•i,at time of fabrication and panel Long Panel Direction c.-r rya „w cis ra,.a stillnessvalues for diaphragms constructed witheitherOSBor3-plyplywood Parallel to Supports' ++in r �w panels.�Vhen 4-ply or 5-ply plywood panels or composite panels are used,G, v values shall be permitted to be multiplied by 1.2. 4, Where moisture content of the Framing is greater than 19%in time of fabrica- tion.G,values shall he multiplied by 0.5. 5. Diaphragm resistance depends on the direction of continuous panel joints I I D"v- F with respect to the loading direction and direction of framing members„and is ta) Panel stun radnl;for our-of-plane loads may be lower than the span rating with the long panel direction perpeindicular to Sajjjwirs independent of the panel orientation. (See Seetwo 3.2.2 and SectNm 3.2.3)