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2211.2 Type I Shear Walls
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For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
The design of Type I shear walls, of coldformed steel lightframed construction, to resist wind and seismic loads, shall be in accordance the requirements of this section.
1. The nominal shear value for Type I shear walls, as shown in Table 2211.2(1) for wind loads, Table 2211.2(2) for wind or seismic loads or Table 2211.2(3) for seismic loads, is permitted to establish allowable shear values or design strength values.
2. Boundary members, chords, collectors and connections thereto shall be proportioned to transmit the induced forces.
3. As an alternative to the values in Tables 2211.2(1), 2211.2(2) and 2211.2(3), shear values are permitted to be calculated by the principles of mechanics by using approved fastener values and shear values appropriate for the sheathing material attached.
4. Type I shear walls sheathed with wood structural or sheet steel panels are permitted to have window openings, between holddown anchors at each end of a wall segment, where details are provided to account for force transfer around openings.
5. The aspect ratio limitations of Section 2211.2.2, Item 5, shall apply to the entire Type I segment and to each wall pier at the side of each opening.
6. The height of the wall pier (h) shall be defined as the clear height of the pier at the side of an opening.
7. The width of a pier (w) shall be defined as the sheathed width of the pier.
8. The width of wall piers shall not be less than 24 inches (610 mm).
9. Holddown anchors shall be provided at each end of a Type I shear wall capable of resisting the design forces.
ASSEMBLY DESCRIPTION  MAXIMUM HEIGHT/LENGTH RATIO h/w 
FASTENER SPACING AT PANEL EDGES^{b} (inches) 
MAXIMUM FRAMING SPACING (inches o.c.) 


6  4  3  2  
^{16}/_{32}inch structural 1 sheathing(4ply) plywood one side  2:1  1,065^{c}        24 
^{7}/_{16}inch rated sheathing (OSB), one side  2:1  910^{c}  1,410  1,735  1,910  24 
^{7}/_{16}inch rated sheathing (OSB), one side, oriented perpendicular to framing  2:1  1,020^{c}        24 
^{7}/_{16}inch rated sheathing (OSB),one side  4:1^{d}    1,025  1,425  1,825  24 
0.018inch steel sheet, one side  2:1  485        24 
0.027inch steel sheet, one side  4:1^{d}    1,000      24 
 Nominal shear values shall be multiplied by the resistance factor (to determine design strength or divided by the safety factor) to determine allowable shear values as set forth in Section 2211.2.1.
 Screws shall be attached to intermediate supports at 12 inches on center unless otherwise shown.
 Wherefullyblockedgypsumboardis applied to the opposite side of this assembly, in accordance with Table 2211.2(2) with screw spacing at 7 inches o.c. edge and 7 inches o.c. field, these nominal values are permitted to be increased by 30 percent.
 Where aspect ratio (h/w) is greater than 2:1, the design shear shall be reduced as required by Section 2211.2.2, Item 5.
WALL CONSTRUCTION 
MAXIMUM HEIGHT/LENGTH RATIO h/w 
ORIENTATION 
SCREW SPACING (inches) 
NOMINAL SHEAR VALUE (plf) 


Edge  Field  
^{1}/_{2}inch gypsum board on both sides of wall;Studs maximum 24 inches o.c.  2:1  Gypsum,board,applied,perpendicular,to framing,with,strap,blocking,behind,the horizontal,joint,and,with,solid,blocking between the first two end studs  7  7  585 
4  4  850 
 Nominal shear values shall be multiplied by the resistance factor (to determine design strength or divided by the safety factor) to determine allowable shear values as set forth in Section 2211.2.1.
 Walls resisting seismic loads shall be subject to the limitations in Section 1617.6.
ASSEMBLY DESCRIPTION 
MAXIMUM HEIGHT/LENGTH RATIO h/w 
FASTENER SPACING AT PANEL EDGES^{b} (inches) 
MAXIMUM FRAMING SPACING (inches o.c.) 


6  4  3  2  
^{15}/_{32}inch Structural 1 Sheathing (4ply) plywood one side  2:1^{c}  780  990  1,465  1,625  24 
^{15}/_{32}inch,Structural, 1,Sheathing,(4ply) plywood,one,side; end,studs,0.043, inch minimum thickness  2:1      1,775  2,190  24 
^{15}/_{32}inch Structural 1 Sheathing (4ply)plywood one side; all studs and track 0.043 inch minimum thickness  2:1  890  1,330  1,775  2,190  24 
^{7}/_{16}inch OSB one side  2:1^{c}  700  915  1,275  1,625  24 
^{7}/_{16}inch OSB one side end studs,0.043 inch minimum thickness  2:1      1,520  2,060  24 
0.018inch minimum thickness steel sheet one side  2:1  390        24 
0.027inch minimum thickness steel sheet one side  2:1^{c}    1,000  1,085  1,170  24 
 Nominal shear values shall be multiplied by the resistance factor (to determine design strength or divided by the safety factor) to determine allowable shear values as set forth in Section 2211.2.1.
 Screws shall be attached to intermediate supports at 12 inches o.c. unless otherwise shown
 In Seismic Design Category A, B andC the aspect ratio (h/w) is permitted to be 4:1 where the design shearis reduced as required by Section 2211.2.2, Item 5.
Where allowable stress design (ASD) is used, the allowable shear value shall be determined by dividing the nominal shear value, shown in Tables 2211.2(1), 2211.2(2) and 2211.2(3), by a factor of safety (W) of 2.5.
Where load and resistance factor design (LRFD) is used, the design strength value shall be determined by multiplying the nominal shear value, shown in Tables 2211.2(1), 2211.2(2) and 2211.2(3), by a resistance factor (F) of 0.55.
The lateralresistant systems listed in Tables 2211.2(1), 2211.2(2) and 2211.2(3) shall conform to the following requirements:
1. Studs shall be a minimum 1^{5}/_{8} inches (41 mm) by 3^{1}/_{2} inches (89 mm) with a ^{3}/_{8}inch (9.5 mm) return lip. As a minimum, studs shall be doubled (back to back) at shear wall ends.
2. Track shall be a minimum 1^{1}/_{4} inches (32 mm) by 3^{1}/_{2} inches (89 mm).
3. Both studs and track shall have a minimum uncoated base metal thickness of 33 mils (0.84 mm) and shall be of the following grades of structural quality steel: ASTM A 653 SS Grade 33, ASTM A 792 SS Grade 33 or ASTM A 875 SS Grade 33.
4. Fasteners along the edges in shear panels shall be placed not less than ^{3}/_{8} inch (9.5 mm) in from panel edges.
5. The heighttowidth shear wall aspect ratio (h/w) of wall systems shall not exceed the values in Tables 2211.2(1), 2211.2(2) and 2211.2(3). Where the limiting ratio of h/w is greater than 2:1, the shear values shall be multiplied by 2w/h.
6. Panel thicknesses shown are minimums. Panels less than 12 inches (305 mm) wide shall not be used. All panel edges shall be fully blocked.
7. Where horizontal strap blocking is used to provide edge blocking, it shall be a minimum 1^{1}/_{2} inches (38 mm) wide and of the same material and equal or greater thickness as the track and studs.
8. The design shear values for shear panels with different nominal shear values applied to the same side of a wall are not cumulative except as permitted in Tables 2211.2(1), 2211.2(2) and 2211.2(3). For walls with material applied to both faces of the same wall, the design shear value of material of the same capacity is cumulative. Where the material nominal shear values are not equal, the design shear value shall be either two times the design shear value of the material with the smaller values or shall be taken as the value of the stronger side, whichever is greater. Summing shear values of dissimilar material applied to opposite faces or to the same wall line is not allowed unless permitted by Table 2211.2(1).
Steel sheets, attached to coldformed steel framing, are permitted to resist horizontal forces produced by wind or seismic loads.
1. Steel sheets shall have a minimum base metal thickness as shown in Table 2211.2(1) or 2211.2(3), and shall be of the following grades of structural quality steel: ASTM A 653 SS Grade 33, ASTM A792 SS Grade 33 or ASTM A 875 SS Grade 33.
2. Nominal shear values, used to establish the allowable shear value or design strength value, are given in Tables 2211.2(1) for wind loads and 2211.2(3) for seismic loads.
3. Steel sheets are permitted to be applied either parallel or perpendicular to framing. All edges of steel sheets shall be attached to framing members, strap blocking or shall be overlapped and attached to each other with screw spacing as required for edges.
4. Screws used to attach steel sheets shall be a minimum No. 8 modified truss head.
Coldformed steel framed wall systems, sheathed with wood structural panels, are permitted to resist horizontal forces produced by wind or seismic loads subject to the following:
1. Nominal shear values, used to establish the allowable shear value or design strength value, are given in Tables 2211.2(1), for wind loads, and 2211.2(3), for seismic loads.
2. Wood structural panels shall comply with DOC PS 1 or PS 2 and shall be manufactured using exterior glue.
3. Wood structural panels shall be attached to steel framing with flathead selfdrilling tapping screws with a minimum head diameter of 0.292 inch (7.4 mm).
4. Where ^{7}/_{1}_{6}inch (11.1 mm) oriented strand board (OSB) is specified, ^{1}^{5}/_{3}_{2}inch (12 mm) structural 1 sheathing (plywood) is permitted.
5. Structural panels are permitted to be applied either parallel or perpendicular to framing.
6. Increases of the nominal loads shown in Tables 2211.2(1) and 2211.2(3) shall not be permitted for duration of load as permitted in Chapter 23.
Coldformed steel framed wall systems, sheathed with gypsum board, are permitted to resist horizontal forces produced by wind or seismic loads subject to the following:
1. Nominal shear values, used to establish the allowable shear value or design strength value, are given in Table 2211.2(2).
2. The shear values listed in Table 2211.2(2) shall not be cumulative with the shear values of other materials applied to the same wall unless otherwise permitted herein.
4. Where gypsum board is only applied to one side of the wall, the nominal shear values shall be taken as onehalf of the value shown.
5. Where gypsum board is applied perpendicular to studs, end joints of adjacent courses of gypsum board sheets shall not occur over the same stud.
6. Screws used to attach gypsum board shall be a minimum No. 6 in accordance with ASTM C 954.
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