AC R1 #16. Jay W. Larson, P.E., F. ASCE Managing Director, Construction Technical Sydna Street

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1 AC R1 #16 January 27, 2010 Mr. Woods McRoy International Code Council Evaluation Service, Inc. Birmingham Regional Office 900 Montclair Road, Suite A Birmingham, AL Re: Proposed Acceptance Criteria for Cold-formed Steel Framing Members, Subject AC R1 (WM/DM) Dear Mr. McRoy, Although the American Iron and Steel Institute (AISI) will not be able to send a representative to the Evaluation Committee hearing on February 3, 2010 we would like to comment on the proposed changes to AC46. We take exception to the requirement in the newly added section which requires input and output data to be submitted for each and every value to be recognized in an evaluation report, even if the values are based on the same types of profiles or configurations. It is our understanding that compliance with such a requirement would mean that thousands of additional pages of documentation would have to be processed, scanned, mailed, reviewed, and approved. This extreme requirement would cause reports for cold-formed steel framing members to take months longer for the submitter to prepare and review, and the volume of data submitted would be overly burdensome on your clerical and reviewing staff as well. This additional time and effort would have little-to-no positive effect on the accuracy or quality of the final report. In addition, we are unaware of similar requirements for other structural products, which would make this requirement unfair to the cold-formed steel framing industry. We therefore request that you require that only representative samples of computer calculations be submitted; similar to what is required for hand calculations. Thank you for your consideration. Sincerely, 3810 Sydna Street Bethlehem, PA Phone: jlarson@steel.org 1140 Connecticut Avenue NW Suite 705 Washington, DC Fax: Website: Jay W. Larson, P.E., F. ASCE Managing Director, Construction Technical Steel Market Development Institute a business unit of AISI 3810 Sydna Street Bethlehem, PA tel: SMDI Construction Market Council Members: ArcelorMittal Dofasco ArcelorMittal USA Nucor Corporation Severstal North America, Inc. SSAB Americas Steelscape, Inc. United States Steel Corporation USS-POSCO Industries

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4 2001 North American Specification w/ 2004 Supplement ASD - DATE: 12/4/2006 SECTION DESIGNATION: 600S Single INPUT PROPERTIES: Web Height = in Steel Thickness = in Top Flange = in Inside Corner Radius = in Bottom Flange = in Yield Stress, F y = 33.0 ksi Stiffening Lip = in Ultimate Stress, F u = 45.0 ksi Punchout Width = in F y With Cold-Work, F ya = 33.0 ksi Punchout Length = in DETAILED SECTION PROPERTIES CALCULATIONS GROSS STRONG AXIS PROPERTIES - USING LINE METHOD Corner Properties Number of Corners = 4 Centerline Radius r' = R + t/2 = in Centerline Length L C = π /2*r' = in Distance from End of Web or Lip to CG of Corner Segment C = * r' = in Distance from Outside Edge of Flange to CG of Corner Segment C 3 = R+t-C = in Element Flat Lengths Top Flange L TF gross = 2.0-(R + t)*2 = in Web L Web gross = 6.0-(R + t)*2 = in Bottom Flange L BF gross = 2.0-(R + t)*2 = in Lips L Lip gross = (R + t) = in Sum of Lengths L i gross = L TF gross + L Web gross + L BF gross + 2*L Lip gross + 4*L C = in Cross Sectional Area A = Σ L i gross *t = in 2 Section Weight Wt = A*490 lb/ft 3 /144 in 2 /ft 2 = lb/ft Element CG Distances to Top Fiber Top Flange Distance Y TF = t/2 = in Web Distance Y WEB = h o /2 = 3.0 in Bottom Flange Distance Y BF = h o - t/2 = in Top Lip Distance Y TLip = R + t + L Lip gross /2 = in Bottom Lip Distance Y BLip = h o - (R + t + L Lip gross /2) = in Top Corner Distance Y TC = C 3 = in Bottom Corner Distance Y BC = h o -C 3 = in Sum of Segment Lengths x Segment CG to Top Fiber Distance = Σ L i gross *Y i = in 2 Sum of Segment Lengths x Segment CG to Top Fiber Distance 2 = Σ L i gross *Y i 2 = in 3 Neutral Axis Distance from Top Fiber Y cg gross = ( Σ L i gross *Y i )/ Σ L i gross = 3.0 in Element Moment of Inertia about their Own Center of Gravity Web I XX Web = L web gross 3 /12 = in 3 Lips I XX Lip = L Lip gross 3 /12 = in 3 Sum of Moment of Inertia of Line Elements I' xx = Σ L i gross *Y i 2 + I xx web + 2*I xx Lips - Σ L i gross *Y cg gross 2 = in 3 Moment of Inertia of Gross Section I xx gross = I' xx *t = in 4 Section Modulus of Top Flange S xx Top = I xx /Y cg gross = in 3 Section Modulus of Bottom Flange S xx Bottom = I xx /(h o -Y cg gross ) = in 3 Controls Radius of Gyration about XX Axis r x = (I xx /A) 1/2 = in

5 DETAILED SECTION PROPERTIES CALCULATIONS for 600S Single 12/4/2006 Page 2 GROSS WEAK AXIS PROPERTIES - USING LINE METHOD (Continued) Element CG Distances to Outside Face of Web Top Flange Distance X TF = TF/2 = 1.0 in Web Distance X WEB = t /2 = in Bottom Flange Distance X BF = BF/2 = 1.0 in Top Lip Distance X TLip = TF - t/2 = in Bottom Lip Distance X BLip = BF -t/2 = in Inside Corner Distance X IC = C 3 = in Top Outside Corner Distance X OC Top = TF -C 3 = in Bottom Outside Corner Distance X OC Btm = BF -C 3 = in Sum of Segment Lengths x Segment CG to Outside Face of Web = Σ L i gross *X i = in 2 Sum of Segment Lengths x Segment CG to Outside Face of Web 2 = Σ L i gross *X i 2 = in 3 Neutral Axis Distance to Outside Face of Web X cg gross = ( Σ L i gross *X i )/ Σ L i gross = in Element Moment of Inertia about their Own Center of Gravity Top Flange I YY TF = L TF gross 3 /12 = in 3 Bottom Flange I YY BF = L BF gross 3 /12 = in 3 Sum of Moment of Inertia of Line Elements I' yy = Σ L i gross *X i 2 + I YY TF + I YY BF - Σ L i gross *X cg gross 2 = in 3 Moment of Inertia of Gross Section I yy gross = I' yy *t = in 4 Section Modulus of Web Face S yy Web = I yy /X cg gross = in 3 Section Modulus of Lip Face S yy Lip = I yy /(TF -X cg gross ) = in 3 Controls Radius of Gyration about YY Axis r y = (I yy /A) 1/2 = in TORSIONAL PROPERTIES BASED ON GROSS SECTION Element Lengths for Shear Center Calculations Web L Web SC = a = 6.0- t = in Flange L Flg SC = b = 2.0- t = in Lips L Lip SC = c = t/2 = in Centerline of Web to Shear Center Distance m = b*t/(12*i XX gross )*( 6*c*a 2 + 3*b*a 2-8*c 3 ) = in Distance from Shear Center to Centroid along X Axis x 0 = m + X CG Gross - t/2 = in Polar Radius of Gyration about Shear Center r 0 = (r x 2 + r y 2 + x o 2 ) 1/2 = in Coefficient β = 1-(x 0 /r o ) 2 = NASPEC Eqn C4.2-3 St. Venant Torsion Constant J ( x 1000) = 1/3*t 3 * Σ L i gross = in 4 (x 1000) Warping Constant C w Calculations based on Wei-Wen Yu, Cold Formed Steel Design, 2nd Edition (John Wiley and Sons, 1991), p. 967 Warping Constant ω c1 = x cg gross *A gross *a 2 /t(b 2 /3 + m SC 2 - m SC b) = Warping Constant ω c2 = A gross /(3t)*(m sc 2 a 3 + b 2 c 2 (2c + 3a) ) = Warping Constant ω c3 = -I xx gross m sc 2 /t*(2a + 4c ) = Warping Constant ω c4 = m sc c 2 /3*(8b 2 c + 2m sc (2c(c-a) + b(2c-3a))) = -6.1 Warping Constant ω c5 = b 2 a 2 /6*(( 3c + b)( 4c + a) - 6c 2 ) = Warping Constant ω c6 = -m SC 2 a 4 /4 = Warping Constant C w = t 2 / A gross * Σ ω i = 1.577in 6

6 DETAILED SECTION PROPERTIES CALCULATIONS for 600S Single 12/4/2006 Page 3 EFFECTIVE STRONG AXIS FLEXURAL PROPERTIES - USING LINE METHOD Effective Flexural Property Stress Level F ya = 33.0 ksi Neutral Axis from Top Fiber Y CG eff = in (See Calculations Below) Check Web Effective Width per NASPEC Section B2.3 & B2.4 Flat Width of Web w =5.778 in per NASPEC Figure B2.3-1 Ratio Web to Punchout Width d o /h = < 0.38 Therefore per NASPEC Section B2.4(a) Use Section B2.3(a) Assuming No Holes Exist Stress at End of Segment f 1 = (Y CG eff - R - t)/y CG eff *F ya = ksi per NASPEC Figure B2.3-1 Stress at End of Segment f 2 = -(h o - Y CG eff - R - t)/y CG eff *F ya = ksi per NASPEC Figure B2.3-1 Stress Ratio Ψ = f 2 /f 1 = NASPEC Equation B2.3-1 Buckling Coefficient k = 4 + 2(1+ Ψ ) 3 + 2(1 + Ψ ) = 21.9 NASPEC Equation B2.3-2 Poisson's Ratio for Steel µ = 0.3 per NASPEC pg 31 Plate Elastic Buckling Stress F cr = k* π 2 *E/(12(1- µ 2 )*(t/w) 2 = ksi NASPEC Equation B2.1-5 Slenderness Factor λ = (f 1 /F cr ) 1/2 = > NASPEC Equation B2.1-4 Slenderness Coefficient ρ = (1-0.22/ λ )/ λ = NASPEC Equation B2.1-3 Effective Width b e = ρ *w = in NASPEC Equation B2.1-2 Calculated Width b 1 = b e / (3+ Ψ ) = in NASPEC Equation B2.3-3 Effective Width b 2 = b e /2 = in NASPEC Equation B2.3-4 Web Distance for b 1 Y b1 = b 1 /2 + R + t = in Effective Width b 2e = b 2 + Compression Portion = b 2 + (w -Y cg eff - R - t) = in Web Distance for b 2e Y b2 = h o - R - t - b 2e /2 = in Check Top (Compression ) Flange Effective Width per NASPEC Section B4.2 Flat Width of Flange w =1.778 in per NASPEC Figure B4-2 Constant S = 1.28*(E/F ya ) 1/2 = NASPEC Equation B4-1 Case with w/t = > 0.328*S = Adequate Moment of Inertia I a = NASPEC Equation B Stiffening Lip Moment of Inertia I s = t*w 3 Lip /12 = per NASPEC Section B4.2 Coefficient (R I ) = I s /I a = (1.713<= 1.0) =1.0 NASPEC Equation B4.2-9 Coefficient n = (0.582-w/t/(4*S)) >= 1/3 = NASPEC Equation B Plate Buckling Coefficient k = (4.82-5*D/w)(R I ) n <= 4 = NASPEC Table B4.2 Plate Elastic Buckling Stress F cr = k* π 2 *E/(12(1- µ 2 ))*(t/w) 2 = ksi NASPEC Equation B2.1-5 Slenderness Factor λ = (F ya /F cr ) 1/2 = > NASPEC Equation B2.1-4 Slenderness Coefficient ρ = (1-0.22/ λ )/ λ = NASPEC Equation B2.1-3 Effective Width b = ρ *w = in NASPEC Equation B2.1-2 Top (Compression) Flange Distance Y TF eff = t/2 = in Effective Bottom (Tension) Flange Width b = w = in Bottom (Tension) Flange Distance Y BF eff = h 0 - t/2 = in Effective Corner Width b = L C = in per Page 1 Top Corner Distance Y TC eff = C 3 = in Bottom Corner Distance Y BC eff = h 0 - C 3 = in Check Lip Effective Widths Flat Width of Lip w =0.514 in per NASPEC Figure B3.1-1 Stress at End of Segment f 1 = (Y CG eff - R - t)/y CG eff *F ya = ksi per NASPEC Figure B3.2-1 (a) Stress at End of Segment f 2 = (Y CG eff - R - t - w)/y CG eff *F ya = ksi per NASPEC Figure B3.2-1 (a) Stress Ratio Ψ = f 2 /f 1 = NASPEC Equation B3.2-1 Buckling Coefficient k = 0.578/( Ψ +0.34) = per NASPEC Section B3.2-2 Plate Elastic Buckling Stress F cr = k* π 2 *E/(12(1- µ 2 ))*(t/w) 2 = 59.7 ksi NASPEC Equation B2.1-5 Slenderness Factor λ = (f 1 /F cr ) 1/2 = > NASPEC Equation B2.1-4 Slenderness Coefficient ρ = (1-0.22/ λ )/ λ = NASPEC Equation B2.1-3 Effective Width b = ρ *w*(r I ) = in NASPEC Equation B2.1-2 and B4.2-7 Top (Compression) Lip Distance Y TF eff = R + t + b/2= in Effective Bottom (Tension) Lip Width b = w = in Bottom (Tension) Lip Distance Y BF eff = h 0 - R - t - b/2 = in Sum of Effective Widths b i eff = b TF eff + b 1e eff + b 2e eff + b BF eff + b TLip eff + b BLip eff + 4*L C = in Sum of Effective Segment Lengths x Effective Segment CG to Top Fiber Distance = Σ b i eff *Y i eff = in 2 Sum of Effective Segment Lengths x Effective Segment CG to Top Fiber Distance 2 = Σ b i eff *Y i eff 2 = in 3

7 DETAILED SECTION PROPERTIES CALCULATIONS for 600S Single 12/4/2006 Page 4 EFFECTIVE STRONG AXIS FLEXURAL AND SHEAR PROPERTIES - USING LINE METHOD (Continued) Neutral Axis Distance from Top Fiber Y cg eff = ( Σ b i eff *Y i eff )/ Σ b i eff = in Element Moment of Inertia about their Own Center of Gravity Web I b1 Web = b 1e 3 /12 = in 3 Web I b2 Web = b 2e 3 /12 = in 3 Lip I b TLip = b TLip eff 3 /12 = in 3 Lip I b BLip = b BLip eff 3 /12 = in 3 Sum of Moment of Inertia of Line Elements I' xx eff = Σ L i eff *Y i eff 2 + I bi web + I b ilip - Σ L i eff *Y cg eff 2 = in 3 Moment of Inertia of Effective Section I xx eff = I' xx *t = in 4 Section Modulus of Top Flange S xx Top = I xx /Y cg eff = in 3 Controls Section Modulus of Bottom Flange S xx Bottom = I xx /(h o -Y cg eff ) = in 3 Calculated Allowable Moment M a = S xx *F ay / Ω b = 20.50/1.67 = in*k Shear Capacity per NASPEC Section C3.2 Flat Depth of Web h = in per NASPEC Section C3.2.1 Depth to Thickness Ratio h/t = in/ in = Buckling Coefficient k v = 5.34 per NASPEC Section C3.2.1 For Calculated h/t > 1.51(Ek v /F y ) 1/2 = Nominal Shear Stress F v = 0.904Ek v /(h/t) 2 = 5.11 ksi NASPEC Equation C Area of Web Element A w = ht = in* in = in 2 per NASPEC Section C3.2.1 Nominal Shear Strength V n = A w F v = lb NASPEC Equation C Calculated Allowable Strong Axis Shear away from Punchout V a = V n / Ω v = lb/ 1.6 = lb Distance for Non-Circular Holes c = h/2 - d O /2 = in NASPEC Equation C Ratio of Punchout Distance to Thickness c/t = 2.14 in/ in = 61.8 >= 54 Therefore q s = 1.0 NASPEC Equation C Calculated Allowable Strong Axis Shear at Punchout V a = V n / Ω v *q s = lb/ 1.6 * 1.00 = lb EFFECTIVE STRONG AXIS PROPERTIES FOR DEFLECTION - USING PROCEDURE 1 OF NASPEC B2.1 Effective Deflection Property Stress Level F d = ksi Note that F d = M a /S xx Fd where S xx Fd is Determined for the Stress Level F d Neutral Axis from Top Fiber Y CG I = in (See Calculations Below) Check Web Effective Width per NASPEC Section B2.3 & B2.4 Flat Width of Web w =5.778 in per NASPEC Figure B2.3-1 Per NASPEC Section B2.4(b) Use Section B2.3(b) Assuming No Holes Exist Stress at End of Segment f 1 = (Y CG I - R - t)/y CG I *f d = ksi per NASPEC Figure B2.3-1 Stress at End of Segment f 2 = -(h o - Y CG I - R - t)/y CG I *f d = ksi per NASPEC Figure B2.3-1 Stress Ratio Ψ = f 2 /f 1 = NASPEC Equation B2.3-1 Buckling Coefficient k = 4 + 2(1+ Ψ ) 3 + 2(1 + Ψ ) = 23.7 NASPEC Equation B2.3-2 Poisson's Ratio for Steel µ = 0.3 per NASPEC pg 31 Plate Elastic Buckling Stress F cr = k* π 2 *E/(12(1- µ 2 )*(t/w) 2 = ksi NASPEC Equation B2.1-5 Slenderness Factor λ = (f d /F cr ) 1/2 = > NASPEC Equation B2.1-4 Slenderness Coefficient ρ = (1-0.22/ λ )/ λ = NASPEC Equation B2.1-3 Effective Width b e = ρ *w = in NASPEC Equation B2.1-2 Calculated Width b 1 = b e / (3+ Ψ ) = in NASPEC Equation B2.3-3 Calculated Width b 2 = b e /2 = in NASPEC Equation B2.3-4 However, Since b 1 + b 2 = > Y cg - R - t) = Set b 2 = 0 and b 1 = w = in per NASPEC Section B2.3 (a) Web Distance for b 1 Y b1 = b 1 /2 + R + t = in

8 DETAILED SECTION PROPERTIES CALCULATIONS for 600S Single 12/4/2006 Page 5 EFFECTIVE STRONG AXIS PROPERTIES FOR DEFLECTION - USING PROCEDURE 1 OF NASPEC B2.1 Check Top (Compression ) Flange Effective Width per NASPEC Section B4.2 Flat Width of Flange w =1.778 in per NASPEC Figure B4-2 Constant S = 1.28*(E/f d ) 1/2 = NASPEC Equation B4-1 Case with w/t = > 0.328*S = Adequate Moment of Inertia I a = NASPEC Equation B Stiffening Lip Moment of Inertia I s = t*w 3 Lip /12 = per NASPEC Section B4.2 Coefficient (R I ) = I s /I a = (2.346<= 1.0) =1.0 NASPEC Equation B4.2-9 Coefficient n = (0.582-w/t/(4*S)) >= 1/3 = NASPEC Equation B Plate Buckling Coefficient k = (4.82-5*D/w)(R I ) n <= 4 = NASPEC Table B4.2 Plate Elastic Buckling Stress F cr = k* π 2 *E/(12(1- µ 2 ))*(t/w) 2 = ksi NASPEC Equation B2.1-5 Slenderness Factor λ = (f d /F cr ) 1/2 = > NASPEC Equation B2.1-4 Slenderness Coefficient ρ = (1-0.22/ λ )/ λ = NASPEC Equation B2.1-3 Effective Width b = ρ *w = in NASPEC Equation B2.1-2 Top (Compression) Flange Distance Y TF I = t/2 = in Effective Bottom (Tension) Flange Width b = w = in Bottom (Tension) Flange Distance Y BF I = h 0 - t/2 = in Effective Corner Width b = L C = in per Page 1 Top Corner Distance Y TC I = C 3 = in Bottom Corner Distance Y BC I = h 0 - C 3 = in Check Lip Effective Widths Flat Width of Lip w =0.514 in per NASPEC Figure B3.1-1 Stress at End of Segment f 1 = (Y CG I - R - t)/y CG I *F ya = ksi per NASPEC Figure B3.2-1 (a) Stress at End of Segment f 2 = (Y CG I - R - t - w)/y CG I *F ya = ksi per NASPEC Figure B3.2-1 (a) Stress Ratio Ψ = f 2 /f 1 = NASPEC Equation B3.2-1 Buckling Coefficient k = 0.578/( Ψ +0.34) = per NASPEC Section B3.2-2 Plate Elastic Buckling Stress F cr = k* π 2 *E/(12(1- µ 2 ))*(t/w) 2 = 60.1 ksi NASPEC Equation B2.1-5 Slenderness Factor λ = (f 1 /F cr ) 1/2 = <= NASPEC Equation B2.1-4 Effective Width b = w*(r I ) = in NASPEC Equation B2.1-1 and B4.2-7 Top (Compression) Lip Distance Y TF I = R + t + b/2= in Effective Bottom (Tension) Lip Width b = w = in Bottom (Tension) Lip Distance Y BF I = h 0 - R - t - b/2 = in Sum of Effective Widths b i I = b TF I + b 1e I + b 2e I + b BF I + b TLip I + b BLip I + 4*L C = in Sum of Effective Segment Lengths x Effective Segment CG to Top Fiber Distance = Σ b i I *Y i I = in 2 Sum of Effective Segment Lengths x Effective Segment CG to Top Fiber Distance 2 = Σ b i I *Y i I 2 = in 3 Neutral Axis Distance from Top Fiber Y cg I = ( Σ b i I *Y i I )/ Σ b i I = in Element Moment of Inertia about their Own Center of Gravity Web I b1 Web = b 1e 3 /12 = in 3 Lip I b TLip = b TLip I 3 /12 = in 3 Lip I b BLip = b BLip I 3 /12 = in 3 Sum of Moment of Inertia of Line Elements I' xx I = Σ L i I *Y i I 2 + I bi web + I b ilip - Σ L i I *Y cg I 2 = in 3 Moment of Inertia for Deflection I xx I = I' xx *t = in 4

9 2001 North American Specification w/ 2004 Supplement ASD - DATE: 6/23/2007 SECTION DESIGNATION: 362S Single INPUT PROPERTIES: Web Height = in Steel Thickness = in Top Flange = in Inside Corner Radius = in Bottom Flange = in Yield Stress, F y = 50.0 ksi Stiffening Lip = in Ultimate Stress, F u = 65.0 ksi Punchout Width = in F y With Cold-Work, F ya = 50.0 ksi Punchout Length = in ALLOWABLE COMBINED AXIAL AND BENDING LOAD - SIMPLE SPAN INPUT PARAMETERS Member Length L= ft Uniform Load = 50.0 psf Selected Member Spacing = 16 inches on center Lateral Load Multiplier for Stress Checks = 1.00 Axial Load Multiplier for Stress Checks = 1.00 Load Multiplier for Deflection = 0.70 Capacity Calculations are Based on the Following Physical Constraints: Shear Capacity Based on Unpunched Member Web Web Stiffeners May be Required at Supports, Check by Others Continuous Laterally Braced Flanges Between Supports (for Bending Loads) Weak Axis and Torsional Bracing Spaced at 48 inches (for Axial Loads) CALCULATED PARAMETERS Uniformly Distributed Load on Member for Stress Checks W = plf Uniformly Distributed Load on Member for Deflection Check W = plf Check Shear Calculated Member Shear at Support V= W*L/2= 333 lb Calculated Allowable Shear V a = 3372 lb Check Moment Calculated Member Moment at Midspan M= W*L 2 /8= 833 ft*lb Calculated Allowable Moment M a = 1107 ft*lb Check Axial Load Calculated Controlling Allowable Axial Load P = 724 lb Factor of Safety Ω c = 1.80 Calculated Nominal Axial Stress F n = ksi (see Page 2) Calculated Effective Area at F n A e = in 2 (see Page 2) Calculated Nominal Axial Load P n = A e *F n = 6,966 lb Calculated Allowable Axial Load P a = P n / Ω c = 3,870 lb (without Bending Loads) Check Bending and Axial Load Interactions (Controls) C m = 1.0 Unbraced Length K x L x = in Buckling Capacity P ex = π 2 EI x gross /(K x L x ) 2 = kips α x = 1- Ω c *P/P ex = P ao = 8,210 lb (see Page 3) P/P a + (C m *M)/(M a * α x )= P/P ao + M/M a = per NASPEC Section C (b) NASPEC Equation C NASPEC Equation C NASPEC Equation C NASPEC Equation C Check Deflection Calculated Strong Axis Effective Moment of Inertia I xx = in 4 Calculated Deflection = 5/384*W*L 4 /(E*I) =0.408 in = L/294

10 CALCULATED EFFECTIVE PROPERTIES AT F n Page 2 Calculate Stress F n Unbraced Length K x L x = in K x L x /r x = 83.4 Unbraced Length K y L y = 48 in K y L y /r y = 79.4 Unbraced Torsional Length K t L t = 48 in Modulus of Elasticity of Steel E = 29,500 ksi NASPEC pg 18 Shear Modulus of Steel G = 11,300 ksi NASPEC pg 21 Elastic Flexural Buckling Stresses About Major Axis F ex = π 2 E/(K x L x /r x ) 2 = 41.8 ksi NASPEC Eqn C4.1-1 About Minor Axis F ey = π 2 E/(K y L y /r y ) 2 = 46.2 ksi NASPEC Eqn C4.1-1 Factor σ ex = π 2 E/(K x L x /r x ) 2 = 41.8 ksi NASPEC Eqn C Factor σ t = 1/(Ar o 2 ) * (GJ+ π 2 EC w /(K t L t ) 2 )= ksi NASPEC Eqn C Coefficient β = 1-(x 0 /r 0 ) 2 = NASPEC Eqn C4.2-3 Torsional-Flexural Buckling Stress F e = 1/(2 β )*(( σ ex + σ t )-(( σ ex + σ t ) 2-4 β σ ex σ t ) 1/2 )= 23.8 ksi NASPEC Eqn C4.2-1 Factor λ c = (F y /F e ) 1/2 = 1.45 NASPEC Eqn C4-4 Calculated Nominal Axial Stress F n = (0.658^ λ c 2 )F y = ksi NASPEC Eqn C4-2 Check Web Effective Width per NASPEC Section B2.1 and D-4 Flat Width of Web w =3.34 in per NASPEC Figure B2.1-1 Net Flat Width of Web Each Side of Punchout w' =0.92 in Buckling Coefficient k =0.43 per NASPEC Section B3.1 (a) Slenderness Factor λ = (F n /F cr ) 1/2 = 0.69 NASPEC Equation B2.1-4 Poisson's Ratio for Steel µ = 0.3 per NASPEC pg 31 Plate Elastic Buckling Stress F cr = k* π 2 *E/(12(1- µ 2 ))*(t/w') 2 = ksi NASPEC Equation B2.1-5 Slenderness Coefficient ρ = (1-0.22/ λ )/ λ = 0.99 NASPEC Equation B2.1-3 Effective Width b = ρ *2*w' = 1.81 in NASPEC Equation B2.1-2 Check Flange Effective Width per NASPEC Section B4.2 Flat Width of Flange w =1.34 in per NASPEC Figure B4-2 Constant S = 1.28*(E/F n ) 1/2 = NASPEC Equation B4-1 Case with w/t = > 0.328*S = Adequate Moment of Inertia I a = NASPEC Equation B Stiffening Lip Moment of Inertia I s = t*w 3 Lip /12 = per NASPEC Section B4.2 Coefficient (R I ) = I s /I a = (12.156<= 1.0) =1.0 NASPEC Equation B4.2-9 Coefficient n = (0.582-w/t/(4*S)) >= 1/3 = NASPEC Equation B Plate Buckling Coefficient k = (4.82-5*D/w)(R I ) n <= 4 = NASPEC Table B4.2 Slenderness Factor λ = (f n /F cr ) 1/2 = 0.36 NASPEC Equation B2.1-4 Plate Elastic Buckling Stress F cr = k* π 2 *E/(12(1- µ 2 ))*(t/w) 2 = ksi NASPEC Equation B2.1-5 Effective Width b = w = 1.34 in NASPEC Equation B2.1-1 Check Lip Effective Width per NASPEC Section B3.1 & B4.2 Flat Width of Lip w =0.359 in Buckling Coefficient k =0.43 Slenderness Factor λ = (f n /F cr ) 1/2 = 0.27 Plate Elastic Buckling Stress F cr = k* π 2 *E/(12(1- µ 2 ))*(t/w) 2 = ksi Effective Width b = w*(r I ) = 0.36 in Check Corner Effective Length Centerline Radius r' =0.113 in Effective Length b = π r'/2 = 0.18 in per NASPEC Figure B3.1-1 per NASPEC Section B3.1(a) NASPEC Equation B2.1-4 NASPEC Equation B2.1-5 NASPEC Equations B2.1-1 and B4.2-7 Effective Area per AISI Section B A e = (2*b Flange + 2*b Lip + b Web + 4*b Corner )*t = in 2

11 CALCULATED EFFECTIVE PROPERTIES AT F y Page 3 Check Web Effective Width per NASPEC Section B2.1 and D-4 Flat Width of Web w =3.34 in per NASPEC Figure B2.1-1 Net Flat Width of Web Each Side of Punchout w' =0.92 in Buckling Coefficient k =0.43 per NASPEC Section B3.1 (a) Slenderness Factor λ = (F y /F cr ) 1/2 = 1.07 NASPEC Equation B2.1-4 Poisson's Ratio for Steel µ = 0.3 per NASPEC pg 31 Plate Elastic Buckling Stress F cr = k* π 2 *E/(12(1- µ 2 ))*(t/w') 2 = ksi NASPEC Equation B2.1-5 Slenderness Coefficient ρ = (1-0.22/ λ )/ λ = 0.74 NASPEC Equation B2.1-3 Effective Width b = ρ *2*w' = 1.36 in NASPEC Equation B2.1-2 Check Flange Effective Width per NASPEC Section B4.2 Flat Width of Flange w =1.34 in per NASPEC Figure B4-2 Constant S = 1.28*(E/F y ) 1/2 = NASPEC Equation B4-1 Case with w/t = > 0.328*S = Adequate Moment of Inertia I a = NASPEC Equation B Stiffening Lip Moment of Inertia I s = t*w 3 Lip /12 = per NASPEC Section B4.2 Coefficient (R I ) = I s /I a = (0.647<= 1.0) =0.647 NASPEC Equation B4.2-9 Coefficient n = (0.582-w/t/(4*S)) >= 1/3 = NASPEC Equation B Plate Buckling Coefficient k = (4.82-5*D/w)(R I ) n <= 4 = NASPEC Table B4.2 Slenderness Factor λ = (F y /F cr ) 1/2 = 0.60 NASPEC Equation B2.1-4 Plate Elastic Buckling Stress F cr = k* π 2 *E/(12(1- µ 2 ))*(t/w) 2 = ksi NASPEC Equation B2.1-5 Effective Width b = w = 1.34 in NASPEC Equation B2.1-1 Check Lip Effective Width per NASPEC Section B3.1 Flat Width of Lip w =0.359 in Buckling Coefficient k =0.43 Slenderness Factor λ = (F y /F cr ) 1/2 = 0.42 Plate Elastic Buckling Stress F cr = k* π 2 *E/(12(1- µ 2 ))*(t/w) 2 = ksi Effective Width b = w*(r I ) = 0.23 in per NASPEC Figure B3.1-1 per NASPEC Section B3.1(a) NASPEC Equation B2.1-4 NASPEC Equation B2.1-5 NASPEC Equation B2.1-1 and B4.2-7 Check Corner Effective Length Centerline Radius r' =0.113 in Effective Length b =0.18 in Effective Area per AISI Section B A ey = (2*b Flange + 2*b Lip + b Web + 4*b Corner )*t = in 2 P ao = A ey *F y / Ω c = 8,210 lb per NASPEC Section C5.2.1

12 AC R1 #16 January 27, Mr. Woods McRoy International Code Council Evaluation Service, Inc. Birmingham Regional Office 900 Montclair Road, Suite A Birmingham, AL Agenda item 16: AC46: Acceptance Criteria for Cold-Formed Steel Framing Members Dear Mr. McRoy, Since SSMA submitted our January 19 letter on AC46, it has come to our attention that the submittal requirements in the new section are overly burdensome, and will place cold-formed steel (CFS) framing at a competitive disadvantage to non-steel framing products approved under other Acceptance Criteria. Suggested changes: Calculations: When section properties and/or design parameters are determined by calculations, calculations shall be submitted for each and every a representative set of values to be recognized in the evaluation report. Calculations shall be signed and sealed by the engineer responsible for the calculations. When calculations are generated using a computer program, the computer program and version or edition shall be identified. The computer calculations shall include a sample input for each distinct section type the input and output for every member and every value to be recognized in the evaluation report. The current proposed language would turn hundreds of pages of data to thousands of pages, and have no effect on the accuracy of the final product. Our biggest concern: it is unfair to have this requirement placed on CFS framing products, and not on products of wood, concrete, structural steel, or other structural materials. If ICC-ES staff feels that full calculation input and output are required, it should be a general requirement for all structural product submittals, and not just for one type of product. Thank you again for the opportunity to comment; feel free to call or to discuss. I plan on attending the February hearings to represent SSMA. Sincerely, STEEL STUD MANUFACTURERS ASSOCIATION Don Allen, P.E. Technical Director Headquarters Office Technical Services Office 800 Roosevelt Road, Building C Suite 312 Glen Ellyn, IL Cobbham Road Thomson, GA (630) Fax: (630) (706) (202) cell info@ssma.com ssma@steelframing.org

13 AC R1 #16

14 December 29, 2009 TO: PARTIES INTERESTED IN EVALUATION REPORTS ON COLD- FORMED STEEL FRAMING MEMBERS SUBJECT: Proposed Acceptance Criteria for Cold-formed Steel Framing Members, Subject AC R1 (WM/DM) Dear Madam or Sir: ICC-ES is requesting changes to AC46 as follows: Hearing Information: Wednesday, February 3, :00 a.m. Sheraton Gateway Hotel Los Angeles 6101 West Century Boulevard Los Angeles, California (888) Update AC46 to include the 2009 International Building Code (IBC) and the 2009 International Residential Code (IRC). The changes involve updating the editions of codes and standards referenced in the acceptance criteria (AC). The changes between the editions of the codes and standards are editorial, for the most part. The technical changes that staff has been able to identify are minor in nature and do not have any substantive effect. As an example, the definition for non-structural member in the Cold-Formed Steel Framing- General Provisions (AISI-S200 [formally AISI-General]) has been revised to allow transverse loads of not greater than 10 psf from 5 psf. The difference between a structural member and a non-structural member is the type of steel that is allowed for use. Non-structural steel is allowed a lesser galvanized coating (G40 vs. G60) and has only required yield strengths, whereas structural steel has requirements for yield strength, tensile strength and elongation. Since the changes between the 2006 code requirements and the 2009 code requirements are minor, staff is requesting to use the updated requirements as the basis for recognition of cold-formed steel framing members under the 2006 International Building Code and the 2006 International Residential Code. 2. Delete provisions for field manufacturing of cold-formed steel members found in Section There are no current reports recognizing field manufacturing of cold-formed steel members nor does ICC-ES have any applications requesting field manufacturing of cold-formed steel members.

15 AC R Delete provisions specific to the 1997 Uniform Building Code (UBC). Industry has indicated they believe there is no need to continue with provisions in AC46 for the UBC, and supports removing it from the AC. 4. Add Section to clarify requirements for engineering calculations. You are cordially invited to submit written comments on agenda items, or to attend the Evaluation Committee hearing and present verbal comments. If you wish to contribute to the hearing, please note the following: 1. Written comments that are received by the Los Angeles business/regional office by January 19, 2010, will be forwarded to the committee prior to the hearing, and will be posted on the ICC-ES web site shortly after the comment deadline. 2. Written comments received up to ten days before the meeting, and staff memos responding to comments, will be posted to the web site on January 28, ICC-ES is no longer providing printed copies at the meeting of proposed acceptance criteria, staff memos or public comments. These documents will be available on a limited number of CDs at the meeting, for uploading to computers; and ICC-ES will make arrangements with the hotel business center to have hard copies available for photocopying. 4. Written comments that miss the deadline noted in item (1), above, will only be available at the meeting if you provide 35 copies, collated, stapled, and threehole punched, either at the meeting itself or to the Los Angeles business/regional office by January 28, If you plan to speak for more than 15 minutes, or offer a visual presentation lasting longer, you should notify ICC-ES staff as far as possible in advance. There will be a computer, projector, and screen available at the meeting for anyone wishing to make a visual presentation, and presentations in most cases will need to be in PowerPoint format. Also, ICC-ES will need to be provided with your presentation at least a half-hour before the start of the relevant meeting session (morning or afternoon) on either a CD or a flash card. 6. If you have any special needs related to a presentation, you should contact ICC-ES staff well in advance of the meeting. 7. Any visual aids for viewing at committee meetings (charts, overhead transparencies, slides, videos, electronic presentations, etc.) will be permitted only if a copy is provided to ICC-ES, before the presentation, in a medium that can be retained with other records of the meeting.

16 AC R Any materials submitted for committee consideration are considered nonconfidential and available for public discussion, as noted in Section 2.7 of the ICC-ES Rules of Procedure for the Evaluation Committee. 9. Prior to the meeting, you should refrain from trying to communicate directly with committee members about agenda items, either verbally or in writing. Committee members reserve the right to refuse such communications. Your cooperation with these guidelines is much appreciated, as is your interest in the deliberations of the Evaluation Committee. If you have any questions, please contact the undersigned at (800) , extension 5686, or David Musselwhite, P.E., Senior Staff Engineer, at extension You may also reach us by at es@icc-es.org. Yours very truly, WFM/raf Enclosures Woods McRoy, P.E. Senior Staff Engineer cc: Evaluation Committee

17 ICC EVALUATION SERVICE, INC. Evaluate P Inform P Protect ICC EVALUATION SERVICE, INC., RULES OF PROCEDURE FOR THE EVALUATION COMMITTEE 1.0 PURPOSE The purpose of the Evaluation Committee is to monitor the work of ICC-ES, in issuing evaluation reports; to evaluate and approve acceptance criteria on which evaluation reports may be based; and to sponsor related changes in the applicable codes. 2.0 MEETINGS 2.1 The Evaluation Committee shall schedule meetings that are open to the public in discharging its duties under Section 1, subject to Section All scheduled meetings shall be publicly announced. 2.3 Two-thirds ( 2 / 3 ) of the voting Evaluation Committee members shall constitute a quorum. A majority vote of members present is required on any action. 2.4 In the absence of the nonvoting chairman-moderator, Evaluation Committee members present shall elect an alternate chairman from the committee for that meeting. The alternate chairman shall be counted as a voting committee member for purposes of maintaining a committee quorum and to cast a tie-breaking vote of the committee. 2.5 Minutes of the meetings shall be kept. 2.6 An electronic audio record of meetings shall be made by ICC-ES; no other audio, video, electronic or stenographic recordings of the meetings will be permitted. Visual aids (including, but not limited to, charts, overhead transparencies, slides, videos, or presentation software) viewed at meetings shall be permitted only if the presenter provides ICC-ES before presentation with a copy of the visual aid in a medium which can be retained by ICC-ES with its record of the meeting and which can also be provided to interested parties requesting a copy. A copy of the ICC-ES recording of the meeting and such visual aids, if any, will be available to interested parties upon written request made to ICC-ES together with a payment as required by ICC-ES to cover costs of preparation and duplication of the copy. These materials will be available beginning five days after the conclusion of the meeting but will no longer be available after one year from the conclusion of the meeting. 2.7 Parties interested in the deliberations of the committee should refrain from communicating, whether in writing or verbally, with committee members regarding agenda items. All written communications and submissions regarding agenda items should be delivered to ICC-ES. All such written communications and submissions shall be considered nonconfidential and available for discussion in open session of an Evaluation Committee meeting, and shall be delivered at least ten days before the scheduled Evaluation Committee meeting if they are to be forwarded to the committee. Materials delivered to ICC-ES at least ten days before the scheduled meeting will be posted on the ICC-ES web site ( prior to the meeting. After this time, parties wishing to submit materials for consideration by the Evaluation Committee must deliver a sufficient number of copies as directed by ICC-ES. Consideration of materials not received by ICC-ES at least ten days before the meeting is at the discretion of the Evaluation Committee. Following the meeting, ICC-ES will make all materials considered by the Evaluation Committee available on the web site for a maximum period of one year following the meeting. The committee reserves the right to refuse recognition of communications which do not comply with the provisions of this section. 3.0 CLOSED SESSIONS Evaluation Committee meetings shall be open except that the chairman may call for a closed session to seek advice of counsel. 4.0 ACCEPTANCE CRITERIA 4.1 Acceptance criteria are established by the committee to provide a basis for issuing ICC-ES evaluation reports on products and systems under codes referenced in Section 2.0 of the Rules of Procedure for Evaluation Reports. They also clarify conditions of acceptance for products and systems specifically regulated by the codes. Acceptance criteria may involve a product, material, method of construction, or service. Consideration of any acceptance criteria must be in conjunction with a current and valid application for an ICC-ES evaluation report, an existing ICC-ES evaluation report, or as otherwise determined by the Evaluation Committee. 4.2 Procedure: Proposed acceptance criteria shall be developed by the ICC-ES staff and discussed in open session with the Evaluation Committee during a scheduled meeting, except as permitted in Section 5.0 of these rules Proposed acceptance criteria shall be available to interested parties at least 30 days before discussion at the committee meeting The committee shall be informed of all pertinent written communications received by ICC-ES Attendees at Evaluation Committee meetings shall have the opportunity to speak on acceptance criteria listed on the meeting agenda, to provide information to committee members. 4.3 Approval of acceptance criteria shall be as specified in Section 2.3 of these rules. 4.4 Actions of the Evaluation Committee may be Business/Regional Office P 5360 Workman Mill Road, Whittier, California P (562) Regional Office P 900 Montclair Road, Suite A, Birmingham, Alabama P (205) Regional Office P 4051 West Flossmoor Road, Country Club Hills, Illinois P (708)

18 ICC EVALUATION SERVICE, INC., RULES OF PROCEDURE FOR THE EVALUATION COMMITTEE appealed in accordance with the ICC-ES Rules of Procedure for Appeal of Acceptance Criteria or the ICC-ES Rules of Procedure for Appeals of Evaluation Committee Technical Decisions. 5.0 COMMITTEE BALLOTING FOR ACCEPTANCE CRITERIA 5.1 Acceptance criteria may be issued without a public hearing following a 30-day public comment period and a majority vote for approval by the Evaluation Committee when, in the opinion of ICC-ES staff, one or more of the following conditions have been met: 1. The subject is nonstructural, does not involve life safety, and is addressed in nationally recognized standards or generally accepted industry standards. 2. The subject is a revision to an existing acceptance criteria that requires a formal action by the Evaluation Committee, and public comments raised were resolved by staff with commenters fully informed. 3. Other acceptance criteria and/or the code provide precedence for the revised criteria. 5.2 Negative votes must be based upon one or more of the following, for the ballots to be considered valid and require resolution: a. Lack of clarity: There is insufficient explanation of the scope of the acceptance criteria or insufficient description of the intended use of the product or system; or the acceptance criteria is so unclear as to be unacceptable. (The areas where greater clarity is required must be specifically identified.) b. Insufficiency: The criteria is insufficient for proper evaluation of the product or system. (The provisions of the criteria that are in question must be specifically identified.) c. The subject of the acceptance criteria is not within the scope of the applicable codes: A report issued by ICC- ES is intended to provide a basis for approval under the codes. If the subject of the acceptance criteria is not regulated by the codes, there is no basis for issuing a report, or a criteria. (Specifics must be provided concerning the inapplicability of the code.) d. The subject of the acceptance criteria needs to be discussed in a public hearings. The committee member requests additional input from other committee members, staff or industry. 5.3 An Evaluation Committee member, in voting on an acceptance criteria, may only cast the following ballots: Approved Approved with Comments Negative: Do Not Proceed 6.0 COMMITTEE COMMUNICATION Direct communication between committee members, and between committee members and an applicant or concerned party, with regard to the processing of a particular acceptance criteria or evaluation report shall take place only in a public hearing of the Evaluation Committee. Accordingly: 6.1 Committee members receiving an electronic ballot should respond only to the sender (staff). Committee members who wish to discuss a particular matter with other committee members, before reaching a decision, should ballot accordingly and bring the matter to the attention of ICC-ES staff, so the issue can be placed on the agenda of a future committee meeting. 6.2 Committee members who are contacted by an applicant or concerned party on a particular matter that will be brought to the committee will refrain from private communication and will encourage the applicant or concerned party to forward their concerns through the ICC- ES staff in writing, and/or make their concerns known by addressing the committee at a public hearing, so that their concerns can receive the attention of all committee members.# Effective March 18,

19 (800) (562) A Subsidiary of the International Code Council PROPOSED REVISIONS TO THE ACCEPTANCE CRITERIA FOR COLD-FORMED STEEL FRAMING MEMBERS AC46 Proposed December 2009 Previously approved February 2007, June 2006, October 2004, January 2001 March 2000, April 1998, January 1994 PREFACE Evaluation reports issued by ICC Evaluation Service, Inc. (ICC-ES), are based upon performance features of the International family of codes and other widely adopted code families, including the Uniform Codes, the BOCA National Codes, and the SBCCI Standard Codes. Section of the International Building Code reads as follows: The provisions of this code are not intended to prevent the installation of any materials or to prohibit any design or method of construction not specifically prescribed by this code, provided that any such alternative has been approved. An alternative material, design or method of construction shall be approved where the building official finds that the proposed design is satisfactory and complies with the intent of the provisions of this code, and that the material, method or work offered is, for the purpose intended, at least the equivalent of that prescribed in this code in quality, strength, effectiveness, fire resistance, durability and safety. Similar provisions are contained in the Uniform Codes, the National Codes, and the Standard Codes. ICC-ES may consider alternate criteria, provided the report applicant submits valid data demonstrating that the alternate criteria are at least equivalent to the criteria proposed in this document, and otherwise meet the applicable performance requirements of the codes. Notwithstanding that a product, material, or type or method of construction meets the requirements of the criteria proposed in this document, or that it can be demonstrated that valid alternate criteria are equivalent to the criteria in this document and otherwise meet the applicable performance requirements of the codes, ICC-ES retains the right to refuse to issue or renew an evaluation report, if the product, material, or type or method of construction is such that either unusual care with its installation or use must be exercised for satisfactory performance, or malfunctioning is apt to cause unreasonable property damage or personal injury or sickness relative to the benefits to be achieved by the use of the product, material, or type or method of construction. Acceptance criteria are developed for use solely by ICC-ES for purposes of issuing ICC-ES evaluation reports.

20 PROPOSED REVISIONS TO THE ACCEPTANCE CRITERIA FOR COLD- FORMED STEEL FRAMING MEMBERS 1.0 INTRODUCTION 1.1 Purpose: The purpose of this criteria is to establish requirements for cold-formed steel framing members to be recognized in an ICC Evaluation Service, Inc. (ICC-ES), evaluation report under the 2006 and 2009 International Building Code (IBC), and the 2006 and 2009 International Residential Code (IRC) and the 1997 Uniform Building Code (UBC). Basis of recognition under the IBC is the United States of America provisions of AISI-NAS S100 and AISI General S200 as referenced in IBC Sections and Bases of recognition under the IRC are IRC Sections R , R505, R603, and R804. Basis of recognition under the UBC is UBC Chapter 22, Division VI or VII, or AISI 1996 Specifications. 1.2 Scope: This acceptance criteria applies to coldformed steel framing members used in light-frame construction 1.3 Codes and Referenced Standards: International Building Code (IBC), International Code Council International Residential Code (IRC), International Code Council International Building Code (IBC), International Code Council International Residential Code (IRC), International Code Council Uniform Building Code (UBC) AISI-NAS-01 S100-07, North American Specification for Design of Cold-formed Steel Structural Members, edition, with 2004 supplement, published by the American Iron and Steel Institute (AISI). The United States provisions of AISI-NAS S100 are applicable under this criteria AISI General-04 S200-07, AISI North American Standard for Cold-Formed Steel Framing General Provisions, American Iron and Steel Institute (AISI) AISI WSD-04 S211-07, AISI North American Standard for Cold-Formed Steel Framing Wall Stud Design, American Iron and Steel Institute (AISI) AISI Header-04, AISI Standard for Cold- Formed Steel Framing Header Design, American Iron and Steel Institute (AISI) AISI Lateral-04, AISI Standard for Cold- Formed Steel Framing Lateral Design, American Iron and Steel Institute (AISI) AISI Truss-04, AISI Standard for Cold-Formed Steel Framing Truss Design, American Iron and Steel Institute (AISI) Specification for the Design of Cold-Formed Steel Structural Members, 1996 edition, American Iron and Steel Institute (AISI) (referred to as 1996 Specifications) ASTM A a 09ae1, Test Methods and Definitions for Mechanical Testing of Steel Products, ASTM International ASTM A , Specification for General Requirements for Steel Sheet, Metallic Coated by the Hot- Dip Process, ASTM International TS 9-05, Standard Test Method for Determining the Web Crippling Strength of Cold-Formed Steel Beams, American Iron and Steel Institute (AISI). 1.4 Definitions: Definitions are located in the referenced codes and standards. 2.0 GENERAL The following information shall be submitted: 2.1 Data concerning material specifications; section properties; maximum allowable heights; maximum allowable spans and/or maximum allowable loads; and lateral, mechanical or material bracing requirements. 2.2 Method of field identification. 2.3 Quality control program. 2.4 Data in support of an application for recognition only under the IRC shall verify compliance with Sections R505, R603 and R804 of the IRC and the requirements noted in this criteria except for Section Testing Laboratories: Testing laboratories shall comply with Section 2.0 of the ICC-ES Acceptance Criteria for Test Reports (AC85) and Section 4.2 of the ICC-ES Rules of Procedures for Evaluation Reports. 2.6 Test Reports: Test reports shall comply with AC85. Details describing the test configuration, test methods and test procedures, including load application rate, shall be identified in the test report. 3.0 TEST AND PERFORMANCE REQUIREMENTS 3.1 Material Specifications: Steel: Steel specifications shall comply either with Section A2 of the AISI -NAS S100 and Section A3 of the AISI General S200, for the IBC and IRC; or with Section A.3 of the AISI 1986 ASD Specifications or AISI 1991 LRFD Specifications, as referenced in UBC Chapter 22, Division VII or VI, respectively; with Section A.3 of the 1996 Specifications, for the UBC. Nonstructural grades of steel shall be limited to interior nonload-bearing walls with lateral loads of 5 10 psf ( Pa) or less Thickness: Minimum steel thicknesses shall comply with or with Section A2.4 of AISI-NAS S100, and Section A5.1 of AISI General S200; or with Section A3.4 of either the 1986 ASD Specifications; 1991 LRFD Specifications; 1996 Specifications. Other thicknesses may be considered, provided substantiating data showing compliance with the applicable code and this criteria are submitted Protective Coating: For use with the IBC and IRC, a minimum of G60 (or equivalent) is required for all applications with the exception of minimum G40 (or 2

21 PROPOSED REVISIONS TO THE ACCEPTANCE CRITERIA FOR COLD-FORMED STEEL FRAMING MEMBERS equivalent) for interior nonload-bearing walls with lateral loads of 5 10 psf (480 Pa) or less. 3.2 Cold-formed Steel Framing Members: Evaluation reports on cold-formed steel framing members shall address the section properties and design approach as applicable: Section Properties: Section properties shall be determined in accordance with AISI-NAS S100 for recognition under the IBC; and 1986 ASD Specifications, 1991 LRFD Specifications or 1996 Specifications for recognition under the UBC. Structural properties data for steel members shall include the minimum information noted in Appendix B A of this criteria. Information on additional properties is optional and can be furnished Structural Performance: Capacity of members shall be determined in accordance with Chapters C and D of AISI-NAS S100 for recognition under the IBC; and Chapters C and D of the 1986 ASD Specifications, 1991 LRFD Specifications, or 1996 Specifications for recognition under the UBC. For members that exceed limitations specified in the applicable specifications AISI S100 or do not conform to the requirements of applicable specifications AISI S100, full-scale tests are necessary to determine applicable strength and stiffness. See Section 4.2 (4.3 for web crippling) of this criteria Calculations: When section properties and/or design parameters are determined by calculations, calculations shall be submitted for each and every value to be be recognized in the evaluation report. Calculations shall be signed and sealed by the engineer responsible for the calculations. When calculations are generated using a computer program, the computer program and version or edition shall be identified. The computer calculations shall include the input and output for every member and every value to be recognized in the evaluation report. When calculations are computer-generated, a set of handgenerated confirmatory calculations shall be submitted. The hand generated calculations shall be for one of each type of member to be recognized in the report. 4.0 DESIGN AND TESTING METHODS 4.1 Design Methods: This section is for cold-formed steel members that can be designed in accordance with Chapters C and D of AISI-NAS S100 for recognition under the IBC; and Chapters C and D of the 1986 ASD Specifications, 1991 LRFD Specifications, or 1996 Specifications for recognition under the UBC. Data concerning section properties, maximum allowable heights, spans and/or loads shall be submitted showing compliance with AISI-NAS S100 for recognition under the IBC; and UBC Chapter 22, Division VI or VII, or 1996 Specification, for recognition under the UBC. The analytical approach noted in Appendix A of this criteria can be used as a supplement to UBC Chapter 22, Division VI or VII, or 1996 Specification when appropriate. 4.2 Testing Methods: For members whose strength and stiffness cannot be calculated in accordance with Chapters C and D of AISI-NAS S100 used under the IBC and Chapters C and D of the 1986 ASD Specifications, 1991 LRFD Specifications or 1996 Specifications used under the UBC, testing shall be conducted in accordance with Section F1 of the AISI-NAS S100 used under the IBC and of the 1986 ASD Specifications, 1991 LRFD Specifications or 1996 Specifications used under the UBC, except for web crippling. Web crippling shall be tested in accordance with Section 4.3 below. Alternatively, under the IBC and IRC, design strength [allowable design strength] and stiffness may be determined by rational analysis based on appropriate theory and engineering judgment when supported by applicable test data. Specifically, design strength [allowable design strength] shall be determined from calculated nominal strength [resistance] by applying the resistance factors [factors of safety] of Section A1.1(b) A1.2(b) of the AISI-NAS S100. Test data shall demonstrate that strength and stiffness are not less than the nominal strength and stiffness predicted by the analysis. Testing programs under Section 4.2 of this criteria shall be submitted to the ES staff for review and acceptance prior to any testing being performed. The number of test specimens and test procedures and rate of loading shall be included in the test program submittal. 4.3 Web Crippling Tests: Testing shall be conducted in accordance with AISI TS-9 on three similar specimens. Two series are required for each assembly: one series for interior reactions and a second series for end reactions. The load rate used under AISI TS-9 shall be reported. Both end reactions and interior reactions shall be evaluated in accordance with the conditions set forth in the applicable specification. The tested bearing width will be the minimum width recognized in the evaluation report. For member profiles available in multiple thicknesses, only the least minimum thickness in each profile is required to be tested Conditions of Acceptance: The members shall be loaded to failure or dysfunctional distortions and the loads causing web crippling shall be recorded. The determination of nominal resistance, R n, shall be based on Sections F1 of AISI-NAS S100 used under the IBC and Sections F1 of the 1986 ASD Specifications, 1991 LRFD Specifications or 1996 Specifications used under the UBC. For ASD, the allowable design strength, R a, is as follows: where: R a = R n /Ω. Ω = 1.6 ϕ For LRFD, equation F1.1-1 of AISI-NAS S100 applies under the IBC, and equation F1-1 in the 1991 LRFD Specifications or equation F1.1-1 in the 1996 Specifications applies under the UBC. The results shall be compared to the design equations in Section C3.4 of AISI-NAS S100 for use under the IBC, and Section C3.4 of the 1986 ASD Specifications, 1991 LRFD Specifications or 1996 Specifications for use under the UBC. The lowest result, from either testing or calculations, will determine the allowable value noted in the evaluation report. Where design capacities are derived from testing, the value will apply to heavier greater thicknesses. If the calculated web crippling value is the 3