Lightweight Steel Framing. DeltaStud Load Tables

Transcription

1 Lightweight Steel Framing DeltaStud Load Tables January 2013

2 Roger A. LaBoube, Ph.D, P.E. The load tables and technical information contained in this catalogue were prepared by Dr. Roger A. LaBoube, Ph.D, P.E. Professor LaBoube received his engineering degrees from the University of Missouri-Rolla. He has approximately 14 years of industry experience, with ten of those years with Butler Manufacturing Company in Research and Development. Since 1978, Dr. LaBoube has held faculty positions at Iowa State University, the University of Kansas, and the Missouri University of Science & Technology (formerly University of Missouri-Rolla). Dr. Laboube is Curator s Teaching Professor Emeritus of Civil Engineering and Director of the Center for Cold-Formed Steel Structures at Missouri University of Science & Technology. Has authored or co-authored the following AISI design guides: The Design Guide for Cold-Formed Steel Trusses Design Guide for Beams with Web Openings A Design Guide for Designing with Standing Seam Roof Panels (co-author) Is actively involved in cold-formed steel research. Has served as a consultant to manufacturers and consulting engineers on numerous topics related to cold-formed steel members and connections. Professor LaBoube can be contacted at: Tel: (573) Fax: (573) laboube@mst.edu Dr. Laboube is active professionally in the following activities: A member of the AISI Committee on Specifications for the Design of Cold-Formed Steel Structural Members. Currently serves as Chairman of the Education Subcommittee of the Committee on Specifications. A member of the AISI Committee on Framing Standards and chairs the Design Methods Subcommittee. Co-author with Dr. Wei-Wen Yu, Cold-Formed Steel Design, 4th edition, John Wiley & Sons.

3 Table of Contents Design Criteria and Technical Data Introduction...3 Product Identification...3 Section Geometries...3 DeltaStud Section Property Tables...4 Track Section Property Tables...5 Wind Bearing DeltaStud Allowable Height Tables...5 Combined Wind and Axial Load Bearing DeltaStud Tables...6 Symbols...8 Section Drawing...9 Combined Wind and Axial Load Bearing DeltaStud Selection Example - LSD...10 Section Properties...11 Track Selection Properties...12 Single Span DeltaStud Lengths, in feet (Maximum Single Span Height for Wind Bearing DeltaStud) 3-5/8 x 1-5/ x 1-5/ x 1-5/ x 1-5/ DeltaStud Compressive Resistance, in kips per stud Combined Wind and Axial Load Condition (Maximum Factored Compressive Resistance) (Factored Uniformly Distributed Single Span Joist Loads in lbs/ft 1 ) 3-5/8 x 1-5/ x 1-5/ x 1-5/ x 1-5/

4 Steelform DeltaStud 1. INTRODUCTION The technical data contained herein is intended as an aid to the design professional and should not be used to replace the judgment of a qualified Engineer or Architect. The DeltaStud is a patented specialty product thus the design is based on research and development which incorporated physical testing as well as engineering analysis. DeltaStud conforms to the CAN/CSA-S (North American Specification for the Design of Cold-Formed Steel Structural Members) with S136S2-10 (Supplement 2) and the 2010 National Building Code of Canada. Aspects of S considered in the development of the load tables include distortional buckling and combined torsion and bending. Also, the load and importance factors are revised in accordance with the requirements of the 2010 National Building Code of Canada. 2. PRODUCT IDENTIFICATION The cold-formed steel framing manufacturers use a universal designator system for their products. The designator is a four part code which identifies depth, flange width, member type and material thickness. Member depth in 1/100ths inches. Thus 600 means 600/100=6 600 S Style: S = Stud or joist sections T = Track sections U = Channel section F = Furring channel sections Range width in 1/100ths inches. Thus 162 means 162/100=1.62 or 1 5/8 Range width in 1/100ths inches. Thus 162 means 162/100=1.62 or 1 5/8 Notes: 1. Minimum thickness exclusive of coatings and represents 95% of the design thickness. See CAN/CSA-S with 2010 Supplement Section A The yield strength used in design, if greater than 33 ksi, needs to be identified. For example, a 1-5/8" x 6" DeltaStud with a design thickness of " and a design yield strength of 50 ksi would be designated as : 600DS (50 ksi). Note that if the (50 ksi) is omitted then 33 ksi is assumed. 3. For track, "T", sections, depth is a nominal inside to inside dimension. Other dimensions are out to out. 3. SECTION GEOMETRIES 3.1 Section geometries are identified by the product designation as defined in the previous section. 3.2 Stud lip length is as follows: Section Flange Width Lip Length DS Stud, and Track Inside Bend Radii For stud and track, the inside radius equals the maximum of (3/32" - t/2) or 1.5t where t = thickness exclusive of coating in inches. The resulting radii are provided in the following table: Thickness Inside Radius For DeltaStud, the designator is: 600DS

5 Steelform DeltaStud 4. STUD SECTION PROPERTY TABLES 4.1 Structural properties are computed in accordance with CSA Standard CAN/CSA-S with 2010 Supplement, North American Specification for the Design of Cold-Formed Steel Structural Members. 4.2 Steel shall meet the requirements of CAN/CSA- S with 2010 Supplement with a minimum yield strength of 33 ksi for design thicknesses less than or equal to " and 50 ksi for design thicknesses greater than or equal to ". 4.3 Section properties are computed on the basis of the design thicknesses shown in the tables. Design thicknesses are exclusive of coating. 4.4 Perforations are assumed to be located at middepth. The distance from the nearest edge of the last perforation to the end of a DeltaStud is 12 inches. 4.5 The fully braced factored moment resistances, M rx and M ry are derived using effective section properties. The increase in yield from the cold work of forming has been conservatively neglected. 4.6 The maximum unbraced length, Lu, which precludes lateral buckling in beams is calculated from the formulae in the Commentary on North American Specification for the Design of Cold- Formed Steel Structural Members, 2007 Edition, published by the American iron and Steel Institute (Formulae CC , C-C & C-C ). K y, K t and C b are set equal to one. 4.7 Factored resistances include the following phi factors: Moment Φ b = 0.90 Shear Φ v = 0.80 Web Crippling See Item The deflection inertia, Ixd, includes the effects of local buckling at the stress level resulting from specified live loads (approximated by 0.6 x F y). This inertia is only appropriate for checking serviceability limit states. 4.9 Web Crippling Wall Studs Generic provisions are currently included in CAN/CSA-S with 2010 Supplement for the design of steel stud flexural members with stud-totrack connections susceptible to web crippling. For steel stud flexural members with stud-to-track connections meeting the following limits of applicability web crippling provisions are provided in the North American Standard for Cold-Formed Steel Framing - Wall Stud Design (AISI S211-07), published by the American Iron and Steel Institute. These provisions have been adopted herein where the limits of applicability apply. For all other cases, the provisions of CAN/CSA with 2010 Supplement were utilized. The AISI S211 web crippling equation coefficients are as follows: C = 3.7 C R = 0.19 C N = 0.74 C h = Φ w =

6 Steelform DeltaStud The limits of applicability for the AISI 211 web crippling equation are as follows: i) Stud design thickness " to 0.07" ii) Stud design yield strength 33 ksi to 50 ksi iii) Stud nominal depth 3.50" to 6" iv) Track thickness equal to or greater than the stud thickness v) Both flanges of the stud attached to the track vi) Track nominal flange width 1.25 to vi) Studs not adjacent to wall openings For studs with design thicknesses greater than 0.07" or depths greater than 6", the web crippling provision for CAN/CSA-S with 2010 Supplement are assumed to apply. The end oneflange loading fastened to support condition (Table C ) is used with a 0.75 resistance factor, Φ w. For both approaches to web crippling, an unperforated section with bearing length is assumed. 5. Track Section Property Tables 5.1 The previous Commentary Items apply. 5.2 The factored moment resistance, M rx, is derived using effective section properties with the cold work of forming conservatively neglected. Factored shear and moment resistances, V r and M rx, include a 0.8 and 0.9 resistance factor respectively. 5.3 The deflection inertia, Ixd, includes the effects of local buckling at the stress level resulting from specified live loads (approximated by 0.6 x F y). This inertia is only appropriate for checking serviceability limit states. 6. Wind Bearing DeltaStud Allowable Height Tables 6.1 The allowable heights are computed in accordance with the requirements of the National Building Code of Canada 2010 and CAN/CSA S with 2010 Supplement, North American Specification for the Design of Cold- Formed Steel Structural Members. 6.2 Stud material, geometry and properties conform to the Wall Stud Section Property Tables and Commentary Item Strength allowable heights are limited by web crippling or midspan moment at factored loads. Sheathing providing full lateral support on both sides of the studs is assumed. The sheathings are to have adequate durability, strength and rigidity to prevent the studs from buckling laterally and to resist the torsional component of loads not applied through the shear centre. Loads are assumed to be uniformly distributed. In addition to the sheathing requirements outlined above, it is recommended that bridging be provided at 5'-0" o.c. or less in order to achieve alignment of the members and to provide the necessary structural integrity during construction. Design the bridging to prevent stud rotation and translation about the minor axis. Provide periodic anchorage and/or blocking-in for the bridging as required structurally. 6.4 The deflection allowable heights (L/360, L/600 and L/720) are calculated for the specified wind loads shown without imposing any strength limit states. In no case shall the deflection allowable height exceed the strength allowable height. 5

7 Steelform DeltaStud Allowable heights for deflection limits not shown can be calculated by multiplying the L/360 allowable heights by the following factors: Required Deflection Limit Factor L/ L/ L/ L/ L/ L/ Web crippling allowable heights are limited by stud web crippling in the top or bottom track at factored loads. 6.6 Shaded values indicate heights where the factored end reaction exceeds the factored web crippling resistance, P r. Use the allowable height value provided for web crippling or design end connections that are not susceptible to web crippling. 7. Combined Wind and Axial Load Bearing DeltaStud Tables 7.1 SHEATHED AND UNSHEATHED The factored loads are computed in accordance with the requirements of the National Building Code of Canada 2010 and CAN/CSA S with 2010 Supplement, North American Specification for the Design of Cold-Formed Steel Structural Members Stud material, geometry and properties conform to the Stud Section Properties Table and Commentary Item Wind loads are assumed to be uniformly distributed. For deflection check refer to Wind Bearing Stud Allowable Height Tables Studs subject to web crippling have not been flagged in the tables. Refer to the Wind Bearing Stud Tables for limiting stud heights for web crippling Where dead, live and/or wind loads are combined, the appropriate load combination factors must be applied before using the tables. 7.2 SHEATHED TABLES The factored loads are limited by the interaction of axial load and major axis bending due to wind. End shear due to wind alone is checked. Factored resistances are based on the perforated section For factored axial resistance, Φ c = Sheathing providing full lateral support on both sides of the studs is assumed. The sheathings are to have adequate durability, strength and rigidity to prevent the studs from buckling laterally and to resist the torsional component of loads not applied through the shear centre. (Some wallboard and sheathing materials provide partial support only. Refer to the North American Standard for Cold-Formed Steel Framing Wall Stud Design, (AISI S211-07) or use the unsheathed tables.) For in-line framing, axial loads are assumed to be concentrically applied to studs with respect to the X and Y axes. For other framing schemes, end connection details may introduce eccentricities which will reduce the stud capacities given in the tables. 6

8 Steelform DeltaStud Provide bridging at 4'-0" o.c. or less in order to align members and to provide the necessary structural integrity during construction and in the completed structure. Design the bridging to prevent stud rotation and translation about the minor axis. Provide periodic anchorage for the bridging as required structurally Effective lengths are calculated as follows (only major axis buckling is considered): K x = 1 L x = the overall length of the stud L y and L t = Studs are treated as compressive members in frames that are braced against joint translation. Provide the necessary bracing to adequately control the sidesway of the overall structure either due to wind, seismic loads or P-delta effects. 7.3 UNSHEATHED TABLES The factored loads are limited by the interaction of axial load and major axis flexural bending due to wind. End shear due to wind alone is checked. Factored resistances for moment, shear and axial load are based on the perforated section. The factored resistance for moment includes the effects of lateral instability assuming an unsupported length equal to the maximum permitted bridging spacing. The effects of warping torsion due to loads not applied through the shear centre are not included in the tables. When calculations are required, refer to CAN/CSA-S with 2010 Supplement. Studs subject to web crippling have not been flagged in the tables. Refer to the Wind Bearing Stud Tables for limiting stud heights in situations where web crippling applies. Where web crippling is critical, bearing stiffeners at the top and bottom track may be required. Refer to CAN/CSA-S with 2010 Supplement For factored axial resistance, Φ c = Sheathing is not relied on to restrain the studs. Periodic lateral and torsional support is assumed to be provided by bridging spaced at a maximum of 4-0 o.c. The bridging need not be spaced equally over the height of the stud provided that the 4-0 spacing limit between lines of bridging and between the last line of bridging and the end of the stud is adhered to. The ends of the studs are also assumed to be laterally and torsionally restrained. Design of the bridging should account for the accumulated torsion between bridging lines in combination with 2% of the factored compressive force in each stud. Refer to CAN/CSA S with 2010 Supplement. Provide periodic anchorage for the bridging as required structurally For in-line framing, axial loads are assumed to be concentrically applied to studs with respect to the X and Y axes. For other framing schemes, end connection details may introduce eccentricities which will reduce the stud capacities given in the tables Effective lengths are calculated as follows (major axis, minor axis and torsional-flexural buckling is considered): K x, K y and K t = 1 L x = the overall length of the stud L y, L t = maximum distance between lines of bridging Studs are treated as compressive members in frames that are braced against joint translation. Provide the necessary bracing to adequately control the sidesway of the overall structure either due to wind, seismic loads or P-delta effects. 7

9 Steelform DeltaStud 8. Symbols A = out to out depth of stud (in.) = nominal depth of track (in.) Area = fully effective (unreduced for local buckling) area (in.2) B = out to out width of flange (in.) C = out to out depth of lip stiffener (in.) C w F y I x I xd I y J j m M rx M ry Lu P r r r x r y S f t V r = warping torsional constant (in.6) = minimum yield strength (ksi) = fully effective (unreduced for local buckling) moment of inertia about the major axis (in.4) = effective moment of inertia about the major axis for checking deflections with specified (unfactored) loads (in.4) = fully effective (unreduced for local buckling) moment of inertia about the minor axis (in.4) = St. Venant torsional constant (in.4) = torsional-flexural buckling parameter for singly symmetric beam-columns (in.) = distance from centreline of web to the shear centre (in.) = fully braced factored moment resistance about the major axis (in.kips) = fully braced factored moment resistance about the minor axis with the web in compression or with the lips in compression (in.kips) = maximum unbraced length of flexural members which precludes lateral buckling (in.) = factored web crippling resistance (kips) = inside bend radius (in.) = fully effective (unreduced for local buckling) radius of gyration about the major axis (in.) = fully effective (unreduced for local buckling) radius of gyration about the minor axis (in.) = fully effective (unreduced for local buckling) section modulus. = design steel thickness exclusive of coating (in.) = factored shear resistance (kips) Weight = weight per foot based on uncoated, unperforated steel (lbs./ft.) x cg x o = distance to centroid from back of web for the fully effective section (unreduced for local buckling) (in.) = distance from shear centre to centroid (in.) 8

10 DeltaStud Section C L H D t P D C L H P inch inch inch inch All inside bend radii are t x 2. 9

11 Steelform DeltaStud Combined Wind and Axial DeltaStud Selection Example - LSD Given: Specified Live Load = 3.5 kips Specified Dead Load = 2.5 kips Specified Wind Load = 35 psf Stud Length = 12 ft Wind load deflection limit = L/720 Assume studs are braced by bridging only. Determine: Select a 6-inch deep DeltaStud section Solution: Try a 16 o.c. Factored load combination: α D D + γψ(α L L = α W W = α T T) Where: T = 0 α D = 1.25 α L = 1.50 α W = 1.50 γ = 1.00 ψ = 1.00 or 0. Consider Dead Load + Wind Load (ψ = 1.0) Factored load combination = 1.25D W Factored axial load = C f = 1.25D = 1.25 (2.5) = kips Factored wind load = Wf = 1.50W = 1.5(35) = 52.5 psf Consider Dead Load + Live Load (ψ = 1.0) Factored load combination = 1.25D L Factored axial load = C f = 1.25D L = 1.25 (2.5) (3.5) = 8.38 kips Factored wind load = W f = 1.50W = 1.50(0) = 0 psf From Steelform Combined Wind and Axial Load Tables: Factored Axial Load Resistance, C r = kips kips > 8.38 kips OK Consider Dead Load + Live Load + Wind Load (ψ = 0.7) Factored load combination = 1.25D + 0.7(1.50L W) Factored axial load = C f = 1.25D L = 1.25 (2.5) (3.5) = 6.80 kips Factored wind load = W F = 1.05W = 1.05(35) = psf From Steelform Combined Wind and Axial Load Tables: Factored Axial Load Resistance, C r = 7.16 kips (by interpolation) 7.16 kips > 6.80 kips OK Wind Load Case for Deflection From Steelform Maximum Height Table for Wind Bearing Studs: Maximum stud length for a specified wind load of 35 psf and for a deflection limit of L/720 is ft ft > 12.0 ft OK Conclusion: Use 600DS o.c. From Steelform Combined Wind and Axial Load Tables: Factored Axial Load Resistance, C r = 6.01 kips (by interpolation) 6.01 kips > kips OK 10

12 DeltaStud Section Properties Flange = 1.625" DIMENSION NET PROPERTIES NET EFFECTIVE PROPERTIES SECTION D L Area Weight I x rx Sx Iy ry Vnx Mnx Sx Ixd IDENTIFICATION (in.) (in.) (in. 2 ) (lb/ft) (in. 4 ) (in.) (in. 3 ) (in. 4 ) (in.) (kips) (k-in.) (in. 3 ) (in. 4 ) 362DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS

13 DeltaStud Standard Track Section Properties S-T-U-F DESIGNATOR D C AREA WEIGHT I x r x S x I y r y V nx M nx (in.) (in.) (in. 2 ) (lb/ft) (in. 4 ) (in.) (in. 3 ) (in. 4 ) (in.) (kip) (kip-ft) 362T T T T T T T T T T T T T T T T T T T T T T T T T T T T

14 3-5/8" DeltaStud 1-5/8" flange MAXIMUM SINGLE SPAN HEIGHT FOR WIND BEARING STUDS in feet 1,2 3-5/8" x 1-5/8" STUDS SECTION IDENTIFICATION 362DS S DS S DS S DESIGN CONDITION 3,4,5,6 Strength Only Deflection (L/360) Deflection (L/600) Deflection (L/720) Strength Only Deflection (L/360) Deflection (L/600) Deflection (L/720) Strength Only Deflection (L/360) Deflection (L/600) Deflection (L/720) SPACING (inches) MAXIMUM HEIGHT (feet) SPECIFIED WIND LOADS (psf) For a detailed explanationof this table refer to the Design Criteria section. 2 - Shaded heights in table are controlled by web crippling. 3 - Strength values are based upon factored loads with load factor of Deflection values are based upon specified load. 5 - For other deflection limits see the Design Criteria section. 6 - The lesser of the lengths given for strength and deflection will govern. 13

15 3-5/8" DeltaStud 1-5/8" flange MAXIMUM SINGLE SPAN HEIGHT FOR WIND BEARING STUDS in feet 1 3-5/8" x 1-5/8" STUDS SECTION IDENTIFICATION 362DS S DESIGN CONDITION 2,3,4,5 Strength Only Deflection (L/360) Deflection (L/600) Deflection (L/720) SPACING (inches) MAXIMUM HEIGHT (feet) SPECIFIED WIND LOADS (psf) For a detailed explanationof this table refer to the Design Criteria section. 2 - Strength values are based upon factored loads with load factor of Deflection values are based upon specified load. 4 - For other deflection limits see the Design Criteria section. 5 - The lesser of the lengths given for strength and deflection will govern. 14

16 4" DeltaStud 1-5/8" flange MAXIMUM SINGLE SPAN HEIGHT FOR WIND BEARING STUDS in feet 1,2 4" x 1-5/8" STUDS SECTION IDENTIFICATION 400DS S DS S DS S DESIGN CONDITION 3,4,5,6 Strength Only Deflection (L/360) Deflection (L/600) Deflection (L/720) Strength Only Deflection (L/360) Deflection (L/600) Deflection (L/720) Strength Only Deflection (L/360) Deflection (L/600) Deflection (L/720) SPACING (inches) MAXIMUM HEIGHT (feet) SPECIFIED WIND LOADS (psf) For a detailed explanationof this table refer to the Design Criteria section. 2 - Shaded heights in table are controlled by web crippling. 3 - Strength values are based upon factored loads with load factor of Deflection values are based upon specified load. 5 - For other deflection limits see the Design Criteria section. 6 - The lesser of the lengths given for strength and deflection will govern. 15

17 4" DeltaStud 1-5/8" flange MAXIMUM SINGLE SPAN HEIGHT FOR WIND BEARING STUDS in feet 1 4" x 1-5/8" STUDS SECTION IDENTIFICATION 400DS S DESIGN CONDITION 2,3,4,5 Strength Only Deflection (L/360) Deflection (L/600) Deflection (L/720) SPACING (inches) MAXIMUM HEIGHT (feet) SPECIFIED WIND LOADS (psf) For a detailed explanationof this table refer to the Design Criteria section. 2 - Strength values are based upon factored loads with load factor of Deflection values are based upon specified load. 4 - For other deflection limits see the Design Criteria section. 5 - The lesser of the lengths given for strength and deflection will govern. 16

18 6" DeltaStud 1-5/8" flange MAXIMUM SINGLE SPAN HEIGHT FOR WIND BEARING STUDS in feet 1,2 6" x 1-5/8" STUDS SECTION IDENTIFICATION 600DS S DS S DS S DESIGN CONDITION 3,4,5,6 Strength Only Deflection (L/360) Deflection (L/600) Deflection (L/720) Strength Only Deflection (L/360) Deflection (L/600) Deflection (L/720) Strength Only Deflection (L/360) Deflection (L/600) Deflection (L/720) SPACING (inches) MAXIMUM HEIGHT (feet) SPECIFIED WIND LOADS (psf) For a detailed explanationof this table refer to the Design Criteria section. 2 - Shaded heights in table are controlled by web crippling. 3 - Strength values are based upon factored loads with load factor of Deflection values are based upon specified load. 5 - For other deflection limits see the Design Criteria section. 6 - The lesser of the lengths given for strength and deflection will govern. 17

19 6" DeltaStud 1-5/8" flange MAXIMUM SINGLE SPAN HEIGHT FOR WIND BEARING STUDS in feet 1 6" x 1-5/8" STUDS SECTION IDENTIFICATION 600DS S DESIGN CONDITION 2,3,4,5 Strength Only Deflection (L/360) Deflection (L/600) Deflection (L/720) SPACING (inches) MAXIMUM HEIGHT (feet) SPECIFIED WIND LOADS (psf) For a detailed explanationof this table refer to the Design Criteria section. 2 - Strength values are based upon factored loads with load factor of Deflection values are based upon specified load. 4 - For other deflection limits see the Design Criteria section. 5 - The lesser of the lengths given for strength and deflection will govern. 18

20 8" DeltaStud 1-5/8" flange MAXIMUM SINGLE SPAN HEIGHT FOR WIND BEARING STUDS in feet 1,2 8" x 1-5/8" STUDS SECTION IDENTIFICATION 800DS S DS S DS S DESIGN CONDITION 3,4,5,6 Strength Only Deflection (L/360) Deflection (L/600) Deflection (L/720) Strength Only Deflection (L/360) Deflection (L/600) Deflection (L/720) Strength Only Deflection (L/360) Deflection (L/600) Deflection (L/720) SPACING (inches) MAXIMUM HEIGHT (feet) SPECIFIED WIND LOADS (psf) For a detailed explanationof this table refer to the Design Criteria section. 2 - Shaded heights in table are controlled by web crippling. 3 - Strength values are based upon factored loads with load factor of Deflection values are based upon specified load. 5 - For other deflection limits see the Design Criteria section. 6 - The lesser of the lengths given for strength and deflection will govern. 19

21 8" DeltaStud 1-5/8" flange MAXIMUM SINGLE SPAN HEIGHT FOR WIND BEARING STUDS in feet 1 8" x 1-5/8" STUDS SECTION IDENTIFICATION 800DS S DESIGN CONDITION 2,3,4,5 Strength Only Deflection (L/360) Deflection (L/600) Deflection (L/720) SPACING (inches) MAXIMUM HEIGHT (feet) SPECIFIED WIND LOADS (psf) For a detailed explanationof this table refer to the Design Criteria section. 2 - Strength values are based upon factored loads with load factor of Deflection values are based upon specified load. 4 - For other deflection limits see the Design Criteria section. 5 - The lesser of the lengths given for strength and deflection will govern. 20

22 3-5/8" DeltaStud 1-5/8" flange 33 mils SECTION IDENTIFICATION: 362DS MAXIMUM FACTORED COMPRESSIVE RESISTANCE, Cr in kips per stud 3-5/8" x 1-5/8" STUDS / SECTION IDENTIFICATION: 362S COMBINED WIND AND AXIAL LOAD CONDITION 1, STUD HEIGHT (ft) BRIDGING ROWS STUDS BRACED BY BRIDGING ONLY * STUD HEIGHT (feet) STUDS BRACED OVER ENTIRE HEIGHT 3, A detailed explanation of this table is given in the Design Criteria section. 2 - Maximum unsupported length of stud about the weak axis is 47.2 inches. * The use of one bridging row is at the discretion of the designer for an 8 ft stud height. 3 - Sheathing material of adequate strength and rigidity must be provided on both sides of the studs. 4 - To prevent failure of the sheathing-to-wall stud connection, the design engineer must provide for adequate connection For additional design guidance the design engineer is referred to the AISI Standard for Cold-Formed-Steel Framing: Wall Stud Design (2007) and the companion commentary document. 5 - In addition to other conditions, the maximum single span height must be checked for the given deflection limit using the specified wind load as shown in the tables on pages 10 and 13. Group of Companies Inc. 21

23 3-5/8" DeltaStud 1-5/8" flange 43 mils SECTION IDENTIFICATION: 362DS MAXIMUM FACTORED COMPRESSIVE RESISTANCE, Cr in kips per stud 3-5/8" x 1-5/8" STUDS / SECTION IDENTIFICATION: 362S COMBINED WIND AND AXIAL LOAD CONDITION 1, STUD HEIGHT (ft) BRIDGING ROWS STUDS BRACED BY BRIDGING ONLY * STUD HEIGHT (feet) STUDS BRACED OVER ENTIRE HEIGHT 3, A detailed explanation of this table is given in the Design Criteria section. 2 - Maximum unsupported length of stud about the weak axis is 47.2 inches. * The use of one bridging row is at the discretion of the designer for an 8 ft stud height. 3 - Sheathing material of adequate strength and rigidity must be provided on both sides of the studs. 4 - To prevent failure of the sheathing-to-wall stud connection, the design engineer must provide for adequate connection For additional design guidance the design engineer is referred to the AISI Standard for Cold-Formed-Steel Framing: Wall Stud Design (2007) and the companion commentary document. 5 - In addition to other conditions, the maximum single span height must be checked for the given deflection limit using the specified wind load as shown in the tables on pages 10 and 13. Punched Section: C:\Users\Sutton\Desktop\Wall Studs Rev 6_22_05\362FD-8Pt-C-0451.sct Unpunched Section: C:\Users\Sutton\Desktop\SSMA TMCP Wall Studs \362S sct Group of Companies Inc. 22

24 3-5/8" DeltaStud 1-5/8" flange 54 mils SECTION IDENTIFICATION: 362DS MAXIMUM FACTORED COMPRESSIVE RESISTANCE, Cr in kips per stud 3-5/8" x 1-5/8" STUDS / SECTION IDENTIFICATION: 362S COMBINED WIND AND AXIAL LOAD CONDITION 1, STUD HEIGHT (ft) BRIDGING ROWS STUDS BRACED BY BRIDGING ONLY * STUD HEIGHT (feet) STUDS BRACED OVER ENTIRE HEIGHT 3, A detailed explanation of this table is given in the Design Criteria section. 2 - Maximum unsupported length of stud about the weak axis is 47.2 inches. * The use of one bridging row is at the discretion of the designer for an 8 ft stud height. 3 - Sheathing material of adequate strength and rigidity must be provided on both sides of the studs. 4 - To prevent failure of the sheathing-to-wall stud connection, the design engineer must provide for adequate connection For additional design guidance the design engineer is referred to the AISI Standard for Cold-Formed-Steel Framing: Wall Stud Design (2007) and the companion commentary document. 5 - In addition to other conditions, the maximum single span height must be checked for the given deflection limit using the specified wind load as shown in the tables on pages 10 and 13. Punched Section: C:\Users\Sutton\Desktop\Wall Studs Rev 6_22_05\362FD-8Pt-C-0566.sct Unpunched Section: C:\Users\Sutton\Desktop\SSMA TMCP Wall Studs \362S sct Group of Companies Inc. 23