Table 4 – Nominal shear resistance to seismic and wind loads for type i shear wall assemblies constructed with Hilti X-PN 37 G2 / G3 / B4 MX Power-Driven Fasteners , plf ( N / mm ) 1 , 2 , 3 , 4 , 5 , 6 , 9 , 10
Minimum CFS framing thickness designation , Mils ( Gauge )
33 ( 20 )
43 ( 18 )
54 ( 16 )
Wood structural panel thickness , in . ( mm ) 7 , 8
3 / 8 ( 9.5 )
15 / 32 ( 12 )
19 / 32 ( 15 ) & 23 / 32 ( 18 )
3 / 8 ( 9.5 )
15 / 32 ( 12 )
19 / 32 ( 15 ) & 23 / 32 ( 18 )
3 / 8 ( 9.5 )
15 / 32 ( 12 )
19 / 32 ( 15 ) & 23 / 32 ( 18 )
Maximum stud spacing , in . ( mm )
Fastener spacing at panel edges , in . ( mm ) 6 4 3 2
( 152 ) ( 102 ) ( 76 ) ( 51 ) 24 395 540 650 765 ( 610 ) ( 58 ) ( 79 ) ( 95 ) ( 112 ) 16 475 655 805 1000 ( 406 ) ( 69 ) ( 96 ) ( 117 ) ( 146 ) 24 395 540 650 765 ( 610 ) ( 58 ) ( 79 ) ( 95 ) ( 112 ) 16 475 655 805 1000 ( 406 ) ( 69 ) ( 96 ) ( 117 ) ( 146 ) 24 395 540 650 765 ( 610 ) ( 58 ) ( 79 ) ( 95 ) ( 112 ) 16 475 655 805 1000 ( 406 ) ( 69 ) ( 96 ) ( 117 ) ( 146 ) 24 400 545 655 775 ( 610 ) ( 58 ) ( 80 ) ( 96 ) ( 113 ) 16 475 665 815 1010 ( 406 ) ( 69 ) ( 97 ) ( 119 ) ( 147 ) 24 435 600 720 850 ( 610 ) ( 63 ) ( 88 ) ( 105 ) ( 124 ) 16 525 725 890 1105 ( 406 ) ( 77 ) ( 106 ) ( 130 ) ( 161 ) 24 485 660 795 935 ( 610 ) ( 71 ) ( 96 ) ( 116 ) ( 136 ) 16 580 805 985 1225 ( 406 ) ( 85 ) ( 117 ) ( 144 ) ( 179 ) 24 610 830 1000 1180 ( 610 ) ( 89 ) ( 121 ) ( 146 ) ( 172 ) 16 730 1010 1240 1540 ( 406 ) ( 107 ) ( 147 ) ( 181 ) ( 225 ) 24 710 975 1170 1380 ( 610 ) ( 104 ) ( 142 ) ( 171 ) ( 201 ) 16 850 1185 1450 1800 ( 406 ) ( 124 ) ( 173 ) ( 212 ) ( 263 ) 24 835 1140 1370 1615 ( 610 ) ( 122 ) ( 166 ) ( 200 ) ( 236 ) 16 995 1385 1700 2110 ( 406 ) ( 145 ) ( 202 ) ( 248 ) ( 308 )
1 For Allowable Stress Design ( ASD ), the nominal shear resistance values listed in this table should be divided by a safety factor Ω of 2.0 for wind loads and 2.5 for seismic loads per AISI S213 . 2 For Load and Resistance Factor Design ( LRFD ), the nominal shear resistance values listed in this table must be multiplied by a resistance factor Φ of 0.60 for seismic loads and 0.65 for wind loads . For Limit States Design ( LSD ), the nominal shear resistance values listed in this table must be multiplied by a resistance factor Φ of 0.70 for seismic and wind loads per AISI S213 . 3 Tabulated values are applicable for seismic and wind loads . For other in-plane lateral loads of normal or permanent load duration as defined in AF & PA NDS , the values in the table must be multiplied by 0.63 ( normal ) or 0.56 ( permanent ). 4 The minimum distance from the fastener to the wood structural panel edge must be 3 / 8 " ( 9.5 mm ). 5 Fastener spacing must be a maximum of 12 " ( 294 mm ) on center in the field of the wood structural panel . 6 Hold-downs , end posts and sill fasteners must be designed to resist the required lateral loads . 7 Panel thicknesses shown are minimums . Thicker panels , up to 3 / 4 " ( 19 mm ) thick , may be used . 8 Tabulated values are for plywood panels . For shear wall assemblies constructed with OSB having thicknesses equal to or greater than those noted in the table , the nominal shear resistance is equal to the applicable value in the table multiplied by 0.915 . 9 Tabulated design data for use in all Seismic Design Categories A-F . 10 Type I shear wall assemblies are limited to a height-width aspect ratio of 2:1 .
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