C U R T A I N W A L L H E I G H T S
Notes:
1 Studs are checked for simple-span deflection and stress. Stress calculations are made for mid-span fully braced moment, end shear through the unperforated section, and shear moment interaction through the perforated section 10" away from the end bearing.
2 A 1/3 stress increase is not used.
3 Limiting heights are based on continuous lateral support of each flange over the full height of the stud.
5 Web crippling check based on 1-inch end bearing. Where limiting heights are followed by "e," web stiffeners are required.
6 For bending, studs are assumed to be adequately braced to develop full allowable moment capacity. Stud distortional buckling based on an assumed Kφ=0.
7 Cells marked with an " * " have h/t > 200, and thus require end stiffeners.
8 Capacities are calculated according to the AISI-NASPEC S100-2007, with 2010 supplement. A 1-1/2" by 4" knockout spaced no closer than
9 All values are based on Fy=33ksi for 33mil and 43mil studs, and Fy=50ksi for 54mil, 68mil and 97mil studs.
10 For deflection calculations, 15psf and higher wind pressures have been multiplied by 0.7, in accordance with footnote "f" of IBC table 1604.3.
11 Lateral loads have not been modified for strength checks. Full loads are applied.
Member Spacing (in) o.c. 15psf 20psf 25psf 30psf 35psf 40psf
L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600
3-5/8" Exterior Curtain Wall Framing
See page 26 for clarification of code developed wind pressures prior to using this table.
C U R T A I N W A L L H E I G H T S
Notes:
1 Studs are checked for simple-span deflection and stress. Stress calculations are made for mid-span fully braced moment, end shear through the unperforated section, and shear moment interaction through the perforated section 10" away from the end bearing.
2 A 1/3 stress increase is not used.
3 Limiting heights are based on continuous lateral support of each flange over the full height of the stud.
4 Listed limiting heights are based on steel properties only.
5 Web crippling check based on 1-inch end bearing. Where limiting heights are followed by "e," web stiffeners are required.
6 For bending, studs are assumed to be adequately braced to develop full allowable moment capacity. Stud distortional buckling based on an assumed Kφ=0.
7 Cells marked with an " * " have h/t > 200, and thus require end stiffeners.
8 Capacities are calculated according to the AISI-NASPEC S100-2007, with 2010 supplement. A 1-1/2" by 4" knockout spaced no closer than 24" o.c. is assumed.
9 All values are based on Fy=33ksi for 33mil and 43mil studs, and Fy=50ksi for 54mil, 68mil and 97mil studs.
10 For deflection calculations, 15psf and higher wind pressures have been multiplied by 0.7, in accordance with footnote "f" of IBC table 1604.3.
11 Lateral loads have not been modified for strength checks. Full loads are applied.
Member Spacing (in) o.c. 15psf 20psf 25psf 30psf 35psf 40psf
L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600
4" Exterior Curtain Wall Framing
See page 26 for clarification of code developed wind pressures prior to using this table.
C U R T A I N W A L L H E I G H T S
Notes:
1 Studs are checked for simple-span deflection and stress. Stress calculations are made for mid-span fully braced moment, end shear through the unperforated section, and shear moment interaction through the perforated section 10" away from the end bearing.
2 A 1/3 stress increase is not used.
3 Limiting heights are based on continuous lateral support of each flange over the full height of the stud.
5 Web crippling check based on 1-inch end bearing. Where limiting heights are followed by "e," web stiffeners are required.
6 For bending, studs are assumed to be adequately braced to develop full allowable moment capacity. Stud distortional buckling based on an assumed Kφ=0.
7 Cells marked with an " * " have h/t > 200, and thus require end stiffeners.
8 Capacities are calculated according to the AISI-NASPEC S100-2007, with 2010 supplement. A 1-1/2" by 4" knockout spaced no closer than
9 All values are based on Fy=33ksi for 33mil and 43mil studs, and Fy=50ksi for 54mil, 68mil and 97mil studs.
10 For deflection calculations, 15psf and higher wind pressures have been multiplied by 0.7, in accordance with footnote "f" of IBC table 1604.3.
11 Lateral loads have not been modified for strength checks. Full loads are applied.
Member Spacing (in) o.c. 15psf 20psf 25psf 30psf 35psf 40psf
L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600
4" Exterior Curtain Wall Framing
See page 26 for clarification of code developed wind pressures prior to using this table.
C U R T A I N W A L L H E I G H T S
Notes:
1 Studs are checked for simple-span deflection and stress. Stress calculations are made for mid-span fully braced moment, end shear through the unperforated section, and shear moment interaction through the perforated section 10" away from the end bearing.
2 A 1/3 stress increase is not used.
3 Limiting heights are based on continuous lateral support of each flange over the full height of the stud.
4 Listed limiting heights are based on steel properties only.
5 Web crippling check based on 1-inch end bearing. Where limiting heights are followed by "e," web stiffeners are required.
6 For bending, studs are assumed to be adequately braced to develop full allowable moment capacity. Stud distortional buckling based on an assumed Kφ=0.
7 Cells marked with an " * " have h/t > 200, and thus require end stiffeners.
8 Capacities are calculated according to the AISI-NASPEC S100-2007, with 2010 supplement. A 1-1/2" by 4" knockout spaced no closer than 24" o.c. is assumed.
9 All values are based on Fy=33ksi for 33mil and 43mil studs, and Fy=50ksi for 54mil, 68mil and 97mil studs.
10 For deflection calculations, 15psf and higher wind pressures have been multiplied by 0.7, in accordance with footnote "f" of IBC table 1604.3.
11 Lateral loads have not been modified for strength checks. Full loads are applied.
Member Spacing (in) o.c. 15psf 20psf 25psf 30psf 35psf 40psf
L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600
6" Exterior Curtain Wall Framing
See page 26 for clarification of code developed wind pressures prior to using this table.
C U R T A I N W A L L H E I G H T S
Notes:
1 Studs are checked for simple-span deflection and stress. Stress calculations are made for mid-span fully braced moment, end shear through the unperforated section, and shear moment interaction through the perforated section 10" away from the end bearing.
2 A 1/3 stress increase is not used.
3 Limiting heights are based on continuous lateral support of each flange over the full height of the stud.
5 Web crippling check based on 1-inch end bearing. Where limiting heights are followed by "e," web stiffeners are required.
6 For bending, studs are assumed to be adequately braced to develop full allowable moment capacity. Stud distortional buckling based on an assumed Kφ=0.
7 Cells marked with an " * " have h/t > 200, and thus require end stiffeners.
8 Capacities are calculated according to the AISI-NASPEC S100-2007, with 2010 supplement. A 1-1/2" by 4" knockout spaced no closer than
9 All values are based on Fy=33ksi for 33mil and 43mil studs, and Fy=50ksi for 54mil, 68mil and 97mil studs.
10 For deflection calculations, 15psf and higher wind pressures have been multiplied by 0.7, in accordance with footnote "f" of IBC table 1604.3.
11 Lateral loads have not been modified for strength checks. Full loads are applied.
Member Spacing (in) o.c. 15psf 20psf 25psf 30psf 35psf 40psf
L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600
6" Exterior Curtain Wall Framing
“e” = web stiffeners required at ends.
See page 26 for clarification of code developed wind pressures prior to using this table.
C U R T A I N W A L L H E I G H T S
Notes:
1 Studs are checked for simple-span deflection and stress. Stress calculations are made for mid-span fully braced moment, end shear through the unperforated section, and shear moment interaction through the perforated section 10" away from the end bearing.
2 A 1/3 stress increase is not used.
3 Limiting heights are based on continuous lateral support of each flange over the full height of the stud.
4 Listed limiting heights are based on steel properties only.
5 Web crippling check based on 1-inch end bearing. Where limiting heights are followed by "e," web stiffeners are required.
6 For bending, studs are assumed to be adequately braced to develop full allowable moment capacity. Stud distortional buckling based on an assumed Kφ=0.
7 Cells marked with an " * " have h/t > 200, and thus require end stiffeners.
8 Capacities are calculated according to the AISI-NASPEC S100-2007, with 2010 supplement. A 1-1/2" by 4" knockout spaced no closer than 24" o.c. is assumed.
9 All values are based on Fy=33ksi for 33mil and 43mil studs, and Fy=50ksi for 54mil, 68mil and 97mil studs.
10 For deflection calculations, 15psf and higher wind pressures have been multiplied by 0.7, in accordance with footnote "f" of IBC table 1604.3.
11 Lateral loads have not been modified for strength checks. Full loads are applied.
Member Spacing (in) o.c. 15psf 20psf 25psf 30psf 35psf 40psf
L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600
8" Exterior Curtain Wall Framing
See page 26 for clarification of code developed wind pressures prior to using this table.
C U R T A I N W A L L H E I G H T S
Notes:
1 Studs are checked for simple-span deflection and stress. Stress calculations are made for mid-span fully braced moment, end shear through the unperforated section, and shear moment interaction through the perforated section 10" away from the end bearing.
2 A 1/3 stress increase is not used.
3 Limiting heights are based on continuous lateral support of each flange over the full height of the stud.
5 Web crippling check based on 1-inch end bearing. Where limiting heights are followed by "e," web stiffeners are required.
6 For bending, studs are assumed to be adequately braced to develop full allowable moment capacity. Stud distortional buckling based on an assumed Kφ=0.
7 Cells marked with an " * " have h/t > 200, and thus require end stiffeners.
8 Capacities are calculated according to the AISI-NASPEC S100-2007, with 2010 supplement. A 1-1/2" by 4" knockout spaced no closer than
9 All values are based on Fy=33ksi for 33mil and 43mil studs, and Fy=50ksi for 54mil, 68mil and 97mil studs.
10 For deflection calculations, 15psf and higher wind pressures have been multiplied by 0.7, in accordance with footnote "f" of IBC table 1604.3.
11 Lateral loads have not been modified for strength checks. Full loads are applied.
Member Spacing (in) o.c. 15psf 20psf 25psf 30psf 35psf 40psf
L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600
8" Exterior Curtain Wall Framing
“e” = web stiffeners required at ends.
See page 26 for clarification of code developed wind pressures prior to using this table.
C U R T A I N W A L L H E I G H T S
Notes:
1 Studs are checked for simple-span deflection and stress. Stress calculations are made for mid-span fully braced moment, end shear through the unperforated section, and shear moment interaction through the perforated section 10" away from the end bearing.
2 A 1/3 stress increase is not used.
3 Limiting heights are based on continuous lateral support of each flange over the full height of the stud.
4 Listed limiting heights are based on steel properties only.
5 Web crippling check based on 1-inch end bearing. Where limiting heights are followed by "e," web stiffeners are required.
6 For bending, studs are assumed to be adequately braced to develop full allowable moment capacity. Stud distortional buckling based on an assumed Kφ=0.
7 Cells marked with an " * " have h/t > 200, and thus require end stiffeners.
8 Capacities are calculated according to the AISI-NASPEC S100-2007, with 2010 supplement. A 1-1/2" by 4" knockout spaced no closer than 24" o.c. is assumed.
9 All values are based on Fy=33ksi for 33mil and 43mil studs, and Fy=50ksi for 54mil, 68mil and 97mil studs.
10 For deflection calculations, 15psf and higher wind pressures have been multiplied by 0.7, in accordance with footnote "f" of IBC table 1604.3.
11 Lateral loads have not been modified for strength checks. Full loads are applied.
Member Spacing (in)
o.c. 15psf 20psf 25psf 30psf 35psf 40psf
L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600
10" Exterior Curtain Wall Framing
See page 26 for clarification of code developed wind pressures prior to using this table.
C U R T A I N W A L L H E I G H T S
Notes:
1 Studs are checked for simple-span deflection and stress. Stress calculations are made for mid-span fully braced moment, end shear through the unperforated section, and shear moment interaction through the perforated section 10" away from the end bearing.
2 A 1/3 stress increase is not used.
3 Limiting heights are based on continuous lateral support of each flange over the full height of the stud.
5 Web crippling check based on 1-inch end bearing. Where limiting heights are followed by "e," web stiffeners are required.
6 For bending, studs are assumed to be adequately braced to develop full allowable moment capacity. Stud distortional buckling based on an assumed Kφ=0.
7 Cells marked with an " * " have h/t > 200, and thus require end stiffeners.
8 Capacities are calculated according to the AISI-NASPEC S100-2007, with 2010 supplement. A 1-1/2" by 4" knockout spaced no closer than
9 All values are based on Fy=33ksi for 33mil and 43mil studs, and Fy=50ksi for 54mil, 68mil and 97mil studs.
10 For deflection calculations, 15psf and higher wind pressures have been multiplied by 0.7, in accordance with footnote "f" of IBC table 1604.3.
11 Lateral loads have not been modified for strength checks. Full loads are applied.
Member Spacing (in)
o.c. 15psf 20psf 25psf 30psf 35psf 40psf
L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600
10" Exterior Curtain Wall Framing
1000S250-43 12 35' 1" e 34' 11" e 29' 5" 30' 5" e 30' 5" e 26' 9" e 27' 2" e 27' 2" e 24' 10" e 24' 10" e 24' 10" e 23' 4" e 23' 0" e 23' 0" e 22' 2" e 21' 6" e 21' 6" e 21' 3" e 16 30' 5" e 30' 5" e 26' 9" e 26' 4" e 26' 4" e 24' 3" e 23' 6" e 23' 6" e 22' 7" e 21' 6" e 21' 6" e 21' 3" e 19' 11" e 19' 11" e 19' 11" e 18' 7" e 18' 7" e 18' 7" e 24 24' 10" e 24' 10" e 23' 4" e 21' 6" e 21' 6" e 21' 3" e 19' 3" e 19' 3" e 19' 3" e 17' 6" e 17' 6" e 17' 6" e 16' 3" e 16' 3" e 16' 3" e 15' 2" e 15' 2" e 15' 2" e 1000S250-54 12 42' 11" 37' 6" 31' 7" 39' 0" 34' 1" 28' 9" 36' 2" 31' 7" 26' 8" 33' 1" 29' 9" 25' 1" 30' 7" 28' 3" 23' 10" 28' 8" e 27' 0" 22' 10"
16 39' 0" 34' 1" 28' 9" 35' 1" 30' 11" 26' 1" 31' 4" 28' 9" 24' 3" 28' 8" e 27' 0" 22' 10" 26' 6" e 25' 8" e 21' 8" 24' 10" e 24' 7" e 20' 9"
24 33' 1" 29' 9" 25' 1" 28' 8" e 27' 0" 22' 10" 25' 7" e 25' 1" e 21' 2" 23' 5" e 23' 5" e 19' 11" e 21' 8" e 21' 8" e 18' 11" e 20' 3" e 20' 3" e 18' 1" e 1000S250-68 12 46' 2" 40' 4" 34' 0" 41' 11" 36' 8" 30' 11" 38' 11" 34' 0" 28' 8" 36' 8" 32' 0" 27' 0" 34' 10" 30' 5" 25' 8" 33' 3" 29' 1" 24' 6"
16 41' 11" 36' 8" 30' 11" 38' 1" 33' 3" 28' 1" 35' 4" 30' 11" 26' 1" 33' 3" 29' 1" 24' 6" 31' 2" 27' 7" 23' 4" 29' 2" 26' 5" 22' 3"
24 36' 8" 32' 0" 27' 0" 33' 3" 29' 1" 24' 6" 30' 2" 27' 0" 22' 9" 27' 6" 25' 5" 21' 5" 25' 6" e 24' 1" 20' 4" 23' 10" e 23' 1" e 19' 6"
1000S250-97 12 51' 6" 44' 11" 37' 11" 46' 9" 40' 10" 34' 5" 43' 5" 37' 11" 32' 0" 40' 10" 35' 8" 30' 1" 38' 10" 33' 11" 28' 7" 37' 1" 32' 5" 27' 4"
16 46' 9" 40' 10" 34' 5" 42' 6" 37' 1" 31' 4" 39' 5" 34' 5" 29' 1" 37' 1" 32' 5" 27' 4" 35' 3" 30' 10" 26' 0" 33' 9" 29' 5" 24' 10"
24 40' 10" 35' 8" 30' 1" 37' 1" 32' 5" 27' 4" 34' 5" 30' 1" 25' 5" 32' 5" 28' 4" 23' 11" 30' 10" 26' 11" 22' 8" 29' 5" 25' 9" 21' 8"
1000S300-54 12 43' 9" 38' 3" 32' 3" 39' 9" 34' 9" 29' 4" 36' 9" 32' 3" 27' 2" 33' 7" 30' 4" 25' 7" 31' 1" 28' 10" 24' 4" 29' 1" e 27' 7" 23' 3"
16 39' 9" 34' 9" 29' 4" 35' 7" 31' 7" 26' 8" 31' 10" 29' 4" 24' 9" 29' 1" e 27' 7" 23' 3" 26' 11" e 26' 2" e 22' 1" 25' 2" e 25' 1" e 21' 2" e 24 33' 7" 30' 4" 25' 7" 29' 1" e 27' 7" 23' 3" 26' 0" e 25' 7" e 21' 7" 23' 9" e 23' 9" e 20' 4" e 22' 0" e 22' 0" e 19' 4" e 20' 7" e 20' 7" e 18' 6" e 1000S300-68 12 47' 5" 41' 5" 34' 11" 43' 1" 37' 8" 31' 9" 40' 0" 34' 11" 29' 6" 37' 8" 32' 11" 27' 9" 35' 9" 31' 3" 26' 4" 34' 3" 29' 11" 25' 2"
16 43' 1" 37' 8" 31' 9" 39' 2" 34' 3" 28' 10" 36' 4" 31' 9" 26' 9" 34' 3" 29' 11" 25' 2" 31' 9" 28' 5" 23' 11" 29' 8" 27' 2" 22' 11"
24 37' 8" 32' 11" 27' 9" 34' 3" 29' 11" 25' 2" 30' 8" 27' 9" 23' 5" 28' 0" 26' 1" 22' 0" 25' 11" e 24' 10" e 20' 11" 24' 3" e 23' 9" e 20' 0"
1000S300-97 12 53' 1" 46' 5" 39' 1" 48' 3" 42' 2" 35' 7" 44' 9" 39' 1" 33' 0" 42' 2" 36' 10" 31' 1" 40' 0" 35' 0" 29' 6" 38' 3" 33' 5" 28' 3"
16 48' 3" 42' 2" 35' 7" 43' 10" 38' 3" 32' 4" 40' 8" 35' 7" 30' 0" 38' 3" 33' 5" 28' 3" 36' 4" 31' 9" 26' 10" 34' 9" 30' 5" 25' 8"
24 42' 2" 36' 10" 31' 1" 38' 3" 33' 5" 28' 3" 35' 7" 31' 1" 26' 2" 33' 5" 29' 3" 24' 8" 31' 9" 27' 9" 23' 5" 30' 5" 26' 7" 22' 5"
“e” = web stiffeners required at ends.
See page 26 for clarification of code developed wind pressures prior to using this table.
C U R T A I N W A L L H E I G H T S
Notes:
1 Studs are checked for simple-span deflection and stress. Stress calculations are made for mid-span fully braced moment, end shear through the unperforated section, and shear moment interaction through the perforated section 10" away from the end bearing.
2 A 1/3 stress increase is not used.
3 Limiting heights are based on continuous lateral support of each flange over the full height of the stud.
4 Listed limiting heights are based on steel properties only.
5 Web crippling check based on 1-inch end bearing. Where limiting heights are followed by "e," web stiffeners are required.
6 For bending, studs are assumed to be adequately braced to develop full allowable moment capacity. Stud distortional buckling based on an assumed Kφ=0.
7 Cells marked with an " * " have h/t > 200, and thus require end stiffeners.
8 Capacities are calculated according to the AISI-NASPEC S100-2007, with 2010 supplement. A 1-1/2" by 4" knockout spaced no closer than 24" o.c. is assumed.
9 All values are based on Fy=33ksi for 33mil and 43mil studs, and Fy=50ksi for 54mil, 68mil and 97mil studs.
10 For deflection calculations, 15psf and higher wind pressures have been multiplied by 0.7, in accordance with footnote "f" of IBC table 1604.3.
11 Lateral loads have not been modified for strength checks. Full loads are applied.
Member Spacing (in)
o.c. 15psf 20psf 25psf 30psf 35psf 40psf
L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600
12" Exterior Curtain Wall Framing
“e” = web stiffeners required at ends.
See page 26 for clarification of code developed wind pressures prior to using this table.
C U R T A I N W A L L H E I G H T S
Notes:
1 Studs are checked for simple-span deflection and stress. Stress calculations are made for mid-span fully braced moment, end shear through the unperforated section, and shear moment interaction through the perforated section 10" away from the end bearing.
2 A 1/3 stress increase is not used.
3 Limiting heights are based on continuous lateral support of each flange over the
5 Web crippling check based on 1-inch end bearing. Where limiting heights are followed by "e," web stiffeners are required.
6 For bending, studs are assumed to be adequately braced to develop full allowable moment capacity. Stud distortional buckling based on an assumed Kφ=0.
7 Cells marked with an " * " have h/t > 200, and thus require end stiffeners.
8 Capacities are calculated according to the AISI-NASPEC S100-2007,
9 All values are based on Fy=33ksi for 33mil and 43mil studs, and Fy=50ksi for 54mil, 68mil and 97mil studs.
10 For deflection calculations, 15psf and higher wind pressures have been multiplied by 0.7, in accordance with footnote "f" of IBC table 1604.3.
11 Lateral loads have not been modified for strength checks. Full loads are applied.
Member Spacing (in)
o.c. 15psf 20psf 25psf 30psf 35psf 40psf
L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600
14" Exterior Curtain Wall Framing
“e” = web stiffeners required at ends.