3.2.8.4 TECHNICAL DATA
An extensive ICC-ES AC230 independent laboratory test program was conducted to confirm the static and cyclic / simulated seismic performance of shear wall assemblies composed of CFS framing and wood structural panel sheathing attached with Hilti X-PN 37 G3 MX power-driven fasteners . The program test scope consisted of static and cyclic / simulated seismic full-scale shear wall assembly tests , as well as comparative small element lateral strength ( shear ) tests and transverse strength ( pullout and pull-through ) tests conducted as discussed in Section 3.2.8.3.3 . The resulting design data is published below and in ICC-ES ESR-3059 .
The equivalent dimensions for CFS base material thicknesses are given in Table 1 . Allowable transverse ( pullout or pullthrough ) loads and allowable lateral ( shear ) loads are presented in Tables 2 and 3 , respectively . For material thicknesses not listed , the load data corresponding to the next thinner base material may be used . The shear wall load data is presented in Table 4 for Type I shear wall assemblies .
Table 1 — Steel thickness and equivalent dimensions 2
Minimum thickness 1 , Mils Nominal design thickness , in . ( mm ) Gauge 68 0.0713 ( 1.811 ) 14 54 0.0566 ( 1.438 ) 16 43 0.0451 ( 1.146 ) 18 33 0.0346 ( 0.879 ) 20 27 0.0283 ( 0.719 ) 22
1 Minimum Thickness represents 95 % of the design thickness and is the minimum acceptable thickness delivered to the jobsite . 2 Steel thickness equivalents are taken from Steel Stud Manufacturers Association ( SSMA ) Product Technical Information .
Table 2 — Allowable transverse loads for connections of structural wood panels to CFS framing using Hilti X-PN 37 G3 MX Power-Driven Fasteners , lb ( N ) 3 , 4 , 5 , 7
Nominal panel thickness , in . ( mm )
Pull-through capacity 1 , 6
Pullout capacity 2 CFS framing thickness designation , Mils ( gauge )
27 ( 22 ) 33 ( 20 ) 43 ( 18 ) 54 ( 16 ) 68 ( 14 )
3 / 8 ( 9.5 ) 57 ( 253 ) 17 ( 75 ) 21 ( 93 ) 55 ( 245 ) 93 ( 414 ) 93 ( 414 ) 15 / 32 ( 12 ) 87 ( 387 ) 21 ( 93 ) 21 ( 93 ) 55 ( 245 ) 112 ( 498 ) 112 ( 498 ) 19 / 32 ( 15 ) 87 ( 387 ) 21 ( 93 ) 21 ( 93 ) 55 ( 245 ) 112 ( 498 ) 112 ( 498 )
1 The safety factor for pull-through capacity is 5.0 in accordance with ICC-ES AC230 . 2 Safety factors for pullout capacity determined in accordance with AISI S100 . 3 The lower of allowable pull-through capacity and pullout capacity must be used for design . 4 Panel thicknesses shown are minimums . Thicker panels , up to 3 / 4 " ( 19 mm ) thick , may be used . 5 Allowable transverse loads are based on a minimum panel edge distance of 3 / 8 " ( 9.5 mm ). 6 The tabulated values are for plywood . For connections of OSB having thicknesses equal to or greater than to those noted in the table , the allowable pull-through capacity is equal to the applicable value from the table multiplied by 0.915 . 7 Multiple fasteners are recommended for any attachment .
Table 3 — Allowable lateral loads for connections of structural wood panels to CFS framing using Hilti X-PN 37 G3 MX Power-Driven Fasteners , lb ( N ) 1 , 2 , 3 , 4 , 5
Nominal panel thickness , in . ( mm )
Minimum thickness of CFS framing , Mils ( gauge ) 27 ( 22 ) 33 ( 20 ) 43 ( 18 ) 54 ( 16 ) 68 ( 14 )
3 / 8 ( 9.5 ) 68 ( 302 ) 88 ( 391 ) 128 ( 569 ) 128 ( 569 ) 155 ( 689 ) 15 / 32 ( 12 ) 68 ( 302 ) 88 ( 391 ) 138 ( 614 ) 155 ( 689 ) 155 ( 689 ) 19 / 32 ( 15 ) 68 ( 302 ) 88 ( 391 ) 150 ( 667 ) 193 ( 859 ) 193 ( 859 )
1 Safety factors determined in accordance with AISI S100 . 2 Panel thicknesses shown are minimums . Thicker panels , up to 3 / 4 " ( 19 mm ) thick , may be used . 3 Allowable shear loads are based on a minimum panel edge distance of 3 / 8 " ( 9.5 mm ) and a minimum plywood end distance in the direction of loading of 1 " ( 25.4 mm ). 4 The tabulated values are for plywood . For connections of OSB having thicknesses equal to or greater than those noted in the table , the allowable lateral capacity is equal to the applicable value from the table multiplied by 0.915 . 5 Multiple fasteners are recommended for any attachment .
54