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C1/1/_! 7!) ,.'; V Table 4.2C Nominal Unit Shear Capacities for Wood-Frame Diaphragms o o Unblocked Wood Structural Panel Diaphragms1'2,3,4,5 A B O SEISMIC WIND • D S. Minimum 6 in.Nail Spacing at 3Minimum Minimum Nominal Width 6 in.Nail Spacing at diaphragm boundaries diaphragm boundaries and o Fastener Nominal of Nailed Face at and supportedpaneledgessupported panel edges SheathingGrade Common Nail Size Penetration Panel Supported Case 1 Cases Cases in Framing Thickness Edges and2,3,4,5,6 Case 1 o (in.) (in.) Boundaries 2,3,4,5,6 0 0- (in.) vs Ga vs G. v,„ vw (plf) (kips/in.)PLY (PM OSB kips/i PLY (Pit) (pt) o i to `_'• 6d 1-1/4 5/16 2 330 9.0 7.0 250 6.0 4.5 460 350 - 3 370 7.0 6.0 280 4.5 4.0 520 390 Structural( 8d 1-3/8 3/8 2 480 8.5 7.0 360 6.0 4.5 670 505 v 3 530 7.5 6.0 400 5.0 4.0 740 560 r O 10d 1-1/2 15/32 2 570 14 10 430 9.5 7.0 800 600 O a 3 640 12 9.0 480 8.0 6.0 895 670 u) ii 2 300 9.0 6.5 220 6.0 4.0 420 310 n-"• 6d 1-1/4 5/16 3 340 7.0 5.5 250 5.0 3.5 475 350 Z `? K n 3/8 2 330 7.5 5.5 250 5.0 4.0 460 350 .1 3 370 6.0 4.5 280 4.0 3.0 520 390zt n 3/8 2 430 9.0 6.5 320 6.0 4.5 600 450 z c 3 480 7.5 5.5 360 5.0 3.5 670 505 N iai Sheathing and O c 8d 1-3/8 7/16 2 460 8.5 6.0 340 5.5 4.0 645 475 Z o Single-Floor^ 3 510 7.0 5.5 380 4.5 3.5 715 530 oo r 2 480 7.5 5.5 360 5.0 4.0 670 505 N o 15/32 .n c m 3 530 6.5 5.0 400 4.0 3.5 740 560 0 Z o m 15/32 2 510 15 9.0 380 10 6.0 715 530ZI T.--- 10d 1-1/2 3 5 12 8.0 430 8.0 5.5 600 D570 13 8.5 430 8.5 5.5 80 600 Z `o 19/32 2 6 10 7.5 480 7.0 5.0 5 670 ci rn `° ns o I. Nominal unit shear capacities shall be adjusted in accordance with 4.2.3 to de- Cases 1&3:Continuous Cases 2&4:Continuous Cases 5&6:Continuous p termineASD allowable unit shear capacity and LRFD factored unit resistance. Panel Joints Perpendicular Panel Joints Parallel to Panel Joints Perpen- Cl) i o For general construction requirements see 4.2.6. For specific requirements, to Framing Framing dicular and Parallel to M m see 4.2.7.1 for wood structural panel diaphragms.See AppendixAfor common Framing 'I v nail dimensions. a 2. For species and grades of framing other than Douglas-Fir-Larch or Southern Long Panel Direction Casa t en M� Coiv 2 Cast,S �j C • Pine,reduced nominal unit shear capacities shall be determined by multiplying Perpendicular to Supports „ ■1-1-�i m jt l i I I .. r i yi ',_`-"A , yruii_. •` pm�� O the tabulated nominal unit shear capacity by the Specific Gravity Adjustment 1.1 ®�•wi I i I :13 r_ e;I- ._. ._'1 III i o Factor=[1-(0.5-G)],where G=Specific Gravity of the framing lumber from �� i �� . .r®--- ' moo r , ▪ the NDS(Table 12.3.3A). The Specific Gravity Adjustment Factor shall not „ •> ��.®® ��u�� .,...,L.,:\-_t __i '7 Si be greater than 1. C• `Goniinuuuspunei�oiMs \� ..__Coniimwu.panel iointr Conilnuay.pe�liainl. al, 3. Apparent shear stiffness values,G,,are based on nail slip in framing with .-oi.ph=�beery o .eambe naery oaphm�boundary D) moisture content less than or equal to 19%at time of fabrication and panel Long Panel Direction ca.,I ci.s r r.emiw CO.,s r G stiffness values for diaphragms constructed with either OSB or 3-ply plywood Parallel to Supports' .1..1.._1 \ , I 11 4 ++ + �... o panels.When 4-ply or 5-ply plywood panels or composite panels are used,Go PP v n` a ` __ r' 1. N• values shall be permitted to be multiplied by 1.2. a 4. Where moisture content of the framing is greater than 19%at time of fabrics- !i�ai��1 __�_l? I_ t,1�1111.',„ tion,G,values shall be multiplied by 0.5. yen nVeV1 p0eeh `e.nu eu penw „,e Cunfinueue panel aini, 5.Diaphragm resistance depends on the direction of continuous panel joints DbphmpmbwMap obphmamboundary with respect to the loading direction and direction of framing members,and is (a) Panel span rating for out-of-plane loads may be lower than the span rating with the long panel direction perpendicular to supports independent of the panel orientation. (See Section 3.2.2 and Section 3.2.3) co SIN31SAS ONIISIS3N-33HOJ 1t/2131V1 411