LIGHT GAUGE STRUCTURAL FRAMING & ACCESSORIES

Transcription

1 LIGHT GAUGE STRUCTURAL FRAMING & ACCESSORIES 1

2 BUILDSTRONG LIGHT Gauge STRUCTURAL FRAMING & ACCESSORIES 2

3 LIGHT GAUGE STRUCTURAL FRAMING & ACCESSORIES TABLE OF CONTENTS Product Identification General Product Information Compliance Guaranteed Material Specifications Technical Assistance Thickness Steel Components Design Stiffening Lip Length General Notes for all Tables Definitions of Symbols Physical Properties Physical Properties Table Notes Non-Structural Stud Physical Properties Non-Structural Track Physical Properties Structural Stud Physical Properties Structural Track Physical Properties Limiting Wall Height Tables Limiting Wall Heights Non-Structural Wall Height Non-Structural Table Notes Limiting Wall Heights Structural Wall Height Structural Table Notes Curtain Wall Construction Details Axial Load Tables Allowable Axial Load Table Notes Allowable Axial Loads Construction Details Web Crippling Load Tables Web Crippling Load Table Notes Web Crippling Conditions Floor Joist Span Tables Allowable Floor Joist Span Table Notes Allowable Floor Joist Spans Floor Assembly Details Ceiling Span Table Ceiling Span Table Notes Ceiling Spans L/ Ceiling Spans L/ Channel Properties (CRC) Cold-Rolled Channel Physical Properties and Allowable Span Tables (DWFC) Drywall Furring Channel Physical Properties and Allowable Span Tables Header Load Tables Header Load Table Notes Header Allowable Uniform Loads Fastening Systems Screw Table Notes Allowable Loads for Screw Connections Weld Table Notes Allowable Loads for Fillet Welds and Flare Groove Welds.. 53 Powder Systems Accessories (CLT) Custom Leg Track, (FS) Flat Strapping, (WS) Web Stiffeners, (BC) Bridge Clip (RA) Rolled Angles, (CA) Clip Angles, (FC) Foundation Clip. 56 Architectural Specification Allowable Web Crippling Loads Single Members Allowable Web Crippling Loads Back-to-Back Members. 37 3

4 BUILDSTRONG COMPLIANCE IS GUARANTEED When you use Telling Industries, you are using the most up-to-date code compliant framing products available in the World International Building Code/2004 AISI-NASPEC ICC-ESR 2281 ICC-ES Certified Internationally recognized Verified by ICC Certified Inspectors at all facilities Cambridge, Ohio Osceola, Arkansas Kingman, Arizona ASTM International Telling meets or exceeds all applicable ASTM Framing Standards. A Standard Specification for Steel Sheet, Carbon, Metallic- and Nonmetallic-Coated for Cold-Formed Framing Members A Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy- Coated (Galvannealed) by the Hot-Dip Process Note: even though A does allow for the use of Galvannealed, Telling DOES NOT supply Galvannealed steel. C Standard Specification for Nonstructural Steel Framing Members C Standard Specification for Installation of Steel Framing Members to Receive Screw-Attached Gypsum Panel Products C Standard Specification for Load-Bearing (Transverse and Axial) Steel Studs, Runners (Tracks), and Bracing or Bridging for Screw Application of Gypsum Panel Products and Metal Plaster Bases C Standard Specification for Installation of Load Bearing (Transverse and Axial) Steel Studs and Related Accessories Industry Affiliations USGBC: Telling is an active Member of The United States Green Building Council Many More: SFA, AWCI, AISI, ASTM and LGSEA 4

5 LIGHT GAUGE STRUCTURAL FRAMING & ACCESSORIES PRODUCT IDENTIFICATION SECTION PROPERTIES PRODUCT IDENTIFICATION All Telling Industries products contain a four part identification code. This identifies the size (both depth and flange/leg height), style, and material thickness of each member. EXAMPLE: WEB DEPTH: (Example: 6 = 600 x 1/100 inches) All member depths are taken in 1/100 inches. For all T sections member depths is the inside to inside dimension. MATERIAL THICKNESS: (Example: in. = 54 mils = 16 gauge; 1 mil = 1/1000 in.) Material thickness is the minimum base metal thickness in mils. Minimum base metal thickness represents 95% of the design thickness. 600 S STYLE: (Example: Stud or Joist section = S) The two alpha characters utilized by the identification code are: S= Stud or Joist Sections T= Track Sections FLANGE/LEG HEIGHT: (Example: 1 5/8 = ~ 162 x 1/100 inches) All flange widths are taken in 1/100 inches. Note: For those sections where two different yield strengths (33 ksi and 50 ksi) are shown, the yield strength used in the design, if greater than 33 ksi, should be identified on the design and ordering of steel. (i.e., 600S162(50 ksi) THICKNESS - STEEL COMPONENTS Minimum Thickness 1 (mils) Design Thickness (in) Inside Corner Radii (in) Reference Only Gauge No. Color Coding Mill Black Drywall White Structural White Yellow Green Orange Red DESIGN STIFFENING LIP LENGTH Section Flange Width Design Stiffening Lip Length (in) S / S / S /8 0.5 S S / S Minimum Thickness represents 95% of the design thickness and is the minimum acceptable thickness delivered to the job site based on Section A2.4 of the 2004 NASPEC. 5

6 BUILDSTRONG GENERAL PRODUCT INFORMATION RAW MATERIAL INFORMATION All Telling Industries products are formed from steel with a minimum yield strength of 33 or 50 KSI (1000 lbs per square inch). All products contained in this brochure are engineered to meet the 2001 Edition of the AISI (American Iron and Steel Institute) North American Specification for the Design of Cold- Formed Steel Structural Members. The same document was used to calculate the physical and structural properties of all products listed herein via allowable stress design criteria. TECHNICAL ASSISTANCE Technical assistance is available to Telling Industries customers when requested. A Telling Industries representative or design professional can review project specific load conditions and determine deflection criteria and lateral bracing conditions not discussed herein. Further, our representatives can assist purchasers and designers in economical applications for maximum efficiency. All information contained in this brochure is intended as a general guide for using Telling Industries products. This information should not be used in design or assembly without an independent assessment by a qualified design professional. Such an assessment is necessary to verify the suitability of a particular product for use in any load bearing application. Telling Industries assume no liability for failure resulting from the use or misapplications of any information contained herein. Detail drawings contained herein are for information only. Telling Industries reserve the right to make modifications, changes, additions or deletions to the information on any of our products without prior notice or obligation. For the latest product information or to verify availability, contact a Telling Industries representative. This brochure contains the latest information available at the time of printing. GENERAL NOTES FOR ALL TABLES 1. The strength increase due to cold work forming was incorporated for flexural strength as applicable per AISI A The moment of inertia for deflection is calculated at a stress which results in an effective section modulus such that the stress times that section modulus is equal to the allowable moment. This follows Procedure 1 of the AISI specification. 3. The yield stresses (33 ksi or 50 ksi) used to calculate the tabulated values are indicated in the tables. 4. When provided, factory punch-outs will be located along the centerline of the webs of the members and will have a minimum centerto-center spacing of 24. Punch-outs will have a maximum width = half the member web height (d/2) or 1 1/2, whichever is less, and a maximum length = 4. The minimum distance between the end of the member and the near edge of the web punch-out = 10 unless otherwise specified. 5. For those steels that have both 33 and 50 ksi listings, if the design is based upon 50 ksi, the 50 ksi steel needs to be specified by the designer/purchasers. (i.e., 362S (50 ksi) DEFINITIONS OF STRUCTURAL PROPERTY SYMBOLS GROSS PROPERTIES Ixx: Moment of inertia of the gross section about the X-X axis (strong axis). Rx: Radius of gyration of the gross section about the X-X axis. Iyy: Moment of inertia of the gross section about the Y-Y axis (weak axis). Ry: Radius of gyration of the gross section about the Y-Y axis. EFFECTIVE PROPERTIES Ixx: Moment of inertia for deflection calculations based on the Procedure 1 or Deflection Determination of the 2001 AISI Specification. Sxx: Effective section modulus about the X-X axis (strong axis) Stress = Fy Ma: Allowable Bending Moment- Based on the effective section modulus and the allowable stress including the strength increase from cold-work of forming (AISI A 7.2) where applicable. Va: Allowable Shear Load. Ycg: Maximum distance from the outside of the compression flange to the center of gravity of the effective section. TORSIONAL PROPERTIES J: St. Venant Torsional Constant. Cw: Torsional warping constant. Xo: Distance from the shear center to the centroid along the principal X-axis. Ro: Polar radius of gyration about the centroid principal axis. ß: 1- (Xo/Ro)2 SECTION PROPERTIES TABLE NOTES 1. The centerline bend radius is the greater of 2 times the design thickness or 3/ Web depth for track sections is equal to the nominal height plus 2 times the design thickness plus the bend radius. 3. Hems on non-structural track sections are ignored. 4. Effective properties incorporate the strength increase from the cold work of forming as applicable per AISI A Tabulated gross properties are based on the full-unreduced cross section of the studs, away from punch-outs. 6. For deflection calculations, use the effective moment of inertia. 7. For those steels that have both 33 and 50 ksi, the 50 ksi steel needs to be specified. (I.e., 362S137 (50 ksi)) 6

7 LIGHT GAUGE STRUCTURAL FRAMING & ACCESSORIES PHYSICAL PROPERTIES NON-STRUCTURAL STUD PHYSICAL PROPERTIES Design Gross Properties 33 ksi Effective Properties 50 ksi Effective Properties Torsional Properties Thickness Area Weight Ixx Rx Iyy Ry Ixx Sxx Ma Va Ycg Ixx Sxx Ma Va Ycg Jx1000 Cw Xo Ro Section (in) (in²) (lb/ft) (in 4 ) (in) (in 4 ) (in) (in 4 ) (in³) (in-k) (lb) (in) (in 4 ) (in³) (in-k) (lb) (in) (in 4 ) (in 6 ) (in) (in) ß 162S S S S S S S S S S S S S S S S S S S S S S S S S S125-18¹ S S S S S S S125-18¹ S S S S S S S125-18¹ S125-27¹ S S S S S S125-18¹ S125-27¹ S125-30¹ S125¹ S S S Section Property Table Notes 1. Web depth for track sections equals nominal depth plus 2 x design thickness plus bend radius 2. Hems on non-structural track sections are ignored 3. Effective properties include the strength increase from cold-work of forming per NASPEC section A7.2 where applicable 4. Tabulated gross properties are based on the full, unreduced section away from punchouts 5. Effective properties of all S sections based on punched sections. Track sections are considered unpunched 6. For deflection determination, use the effective moment of inertia. Effective moment of inertia is based on Procedure 1 of the NASPEC. 7. For sections with properties listed for both 33 ksi and 50 ksi yield point, the required yield point should be specified in the design documents 8. Where effective properties are not listed for a section at 33 or 50 ksi yield, web depth-to-thickness or flange width-to-thickness limits from the NASPEC are exceeded. Only gross properties are available. 9. Where section designations include a superscript 1, web height-to-thickness exceeds 200. Web stiffeners are required at all supports and concentrated loads. 7

8 BUILDSTRONG PHYSICAL PROPERTIES NON-STRUCTURAL TRACK PHYSICAL PROPERTIES Design Gross Properties 33 ksi Effective Properties Torsional Properties Thickness Area Weight Ixx Rx Iyy Ry Ixx Sxx Ma Va Ycg Jx1000 Cw Xo Ro Section (in) (in²) (lb/ft) (in 4 ) (in) (in 4 ) (in) (in 4 ) (in³) (in-k) (lb) (in) (in 4 ) (in 6 ) (in) (in) ß 162T 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 T T T T T T T T T T T T T T T T T125-18¹ T T T T150-18¹ T T T T200-18¹ T T T T125-18¹ T T T T150-18¹ T T T T200-18¹ T T T T125-18¹ T125-27¹ T T T150-18¹ T150-27¹ T T T200-18¹ T200-27¹ T T T125-18¹ T125-27¹ T125-30¹ T125¹ T150-18¹ T150-27¹ T150-30¹ T150¹ T200-18¹ T200-27¹ T200-30¹ T200¹ Note: 1 Web height-to-thickness ratio exceeds 200. Web stiffeners required at all supports and concentrated loads. 8

9 LIGHT GAUGE STRUCTURAL FRAMING & ACCESSORIES PHYSICAL PROPERTIES STRUCTURAL STUD PHYSICAL PROPERTIES Design Gross Properties 33 ksi Effective Properties 50 ksi Effective Properties Torsional Properties Thickness Area Weight Ixx Rx Iyy Ry Ixx Sxx Ma Va Ycg Ixx Sxx Ma Va Ycg Jx1000 Cw Xo Ro Section (in) (in²) (lb/ft) (in 4 ) (in) (in 4 ) (in) (in 4 ) (in³) (in-k) (lb) (in) (in 4 ) (in³) (in-k) (lb) (in) (in 4 ) (in 6 ) (in) (in) ß 250S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S Section Property Table Notes 1. Web depth for track sections equals nominal depth plus 2 x design thickness plus bend radius 2. Hems on non-structural track sections are ignored 3. Effective properties include the strength increase from cold-work of forming per NASPEC section A7.2 where applicable 4. Tabulated gross properties are based on the full, unreduced section away from punchouts 5. Effective properties of all S sections based on punched sections. Track sections are considered unpunched 6. For deflection determination, use the effective moment of inertia. Effective moment of inertia is based on Procedure 1 of the NASPEC. 7. For sections with properties listed for both 33 ksi and 50 ksi yield point, the required yield point should be specified in the design documents 8. Where effective properties are not listed for a section at 33 or 50 ksi yield, web depth-to-thickness or flange width-to-thickness limits from the NASPEC are exceeded. Only gross properties are available. 9. Where section designations include a superscript 1, web height-to-thickness exceeds 200. Web stiffeners are required at all supports and concentrated loads. 9

10 BUILDSTRONG PHYSICAL PROPERTIES STRUCTURAL STUD PHYSICAL PROPERTIES Design Gross Properties 33 ksi Effective Properties 50 ksi Effective Properties Torsional Properties Thickness Area Weight Ixx Rx Iyy Ry Ixx Sxx Ma Va Ycg Ixx Sxx Ma Va Ycg Jx1000 Cw Xo Ro Section (in) (in²) (lb/ft) (in 4 ) (in) (in 4 ) (in) (in 4 ) (in³) (in-k) (lb) (in) (in 4 ) (in³) (in-k) (lb) (in) (in 4 ) (in 6 ) (in) (in) ß 600S S S S S S S S S S S S S S S S S S S S S S S S137¹ S S S S S162¹ S S S S S200¹ S S S S S250¹ S S S S S S S S137¹ S137¹ S S S S162¹ S162¹ S S S S200¹ S200¹ S S S S250¹ S250¹ S S S S S S S137¹ S137¹ S137¹ S S S162¹ S162¹ S162¹ S S S200¹ S200¹ S200¹ S S S250¹ S250¹ S250¹ S S S300¹ S S S162¹ S S S200¹ S S S250¹ S S S300¹ S S See Properties Table Notes on Page

11 LIGHT GAUGE STRUCTURAL FRAMING & ACCESSORIES PHYSICAL PROPERTIES STRUCTURAL TRACK PHYSICAL PROPERTIES Design Gross Properties 33 ksi Effective Properties 50 ksi Effective Properties Torsional Properties Thickness Area Weight Ixx Rx Iyy Ry Ixx Sxx Ma Va Ycg Ixx Sxx Ma Va Ycg Jx1000 Cw Xo Ro Section (in) (in²) (lb/ft) (in 4 ) (in) (in 4 ) (in) (in 4 ) (in³) (in-k) (lb) (in) (in 4 ) (in³) (in-k) (lb) (in) (in 4 ) (in 6 ) (in) (in) ß 250T 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 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 T T T T T T T T T T T T T Section Property Table Notes 1. Web depth for track sections equals nominal depth plus 2 x design thickness plus bend radius 2. Hems on non-structural track sections are ignored 3. Effective properties include the strength increase from cold-work of forming per NASPEC section A7.2 where applicable 4. Tabulated gross properties are based on the full, unreduced section away from punchouts 5. Effective properties of all S sections based on punched sections. Track sections are considered unpunched 6. For deflection determination, use the effective moment of inertia. Effective moment of inertia is based on Procedure 1 of the NASPEC. 7. For sections with properties listed for both 33 ksi and 50 ksi yield point, the required yield point should be specified in the design documents 8. Where effective properties are not listed for a section at 33 or 50 ksi yield, web depth-to-thickness or flange width-to-thickness limits from the NASPEC are exceeded. Only gross properties are available. 9. Where section designations include a superscript 1, web height-to-thickness exceeds 200. Web stiffeners are required at all supports and concentrated loads. 11

12 BUILDSTRONG PHYSICAL PROPERTIES STRUCTURAL TRACK PHYSICAL PROPERTIES Design Gross Properties 33 ksi Effective Properties 50 ksi Effective Properties Torsional Properties Thickness Area Weight Ixx Rx Iyy Ry Ixx Sxx Ma Va Ycg Ixx Sxx Ma Va Ycg Jx1000 Cw Xo Ro Section (in) (in²) (lb/ft) (in 4 ) (in) (in 4 ) (in) (in 4 ) (in³) (in-k) (lb) (in) (in 4 ) (in³) (in-k) (lb) (in) (in 4 ) (in 6 ) (in) (in) ß 550T 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 T T T T T T T T T T125¹ T T T T T150¹ T T T T T200¹ T T T T T300¹ T T T T See Properties Table Notes on Page

13 LIGHT GAUGE STRUCTURAL FRAMING & ACCESSORIES PHYSICAL PROPERTIES STRUCTURAL TRACK PHYSICAL PROPERTIES Design Gross Properties 33 ksi Effective Properties 50 ksi Effective Properties Torsional Properties Thickness Area Weight Ixx Rx Iyy Ry Ixx Sxx Ma Va Ycg Ixx Sxx Ma Va Ycg Jx1000 Cw Xo Ro Section (in) (in²) (lb/ft) (in 4 ) (in) (in 4 ) (in) (in 4 ) (in³) (in-k) (lb) (in) (in 4 ) (in³) (in-k) (lb) (in) (in 4 ) (in 6 ) (in) (in) ß 1000T125¹ T125¹ T T T T150¹ T150¹ T T T T200¹ T200¹ T T T T300¹ T300¹ T T T T125¹ T125¹ T125¹ T T T150¹ T150¹ T150¹ T T T200¹ T200¹ T200¹ T T T300¹ T300¹ T300¹ T T T125¹ T T T150¹ T T T200¹ T T T300¹ T300¹ T300¹ T T See Properties Table Notes on Page 10 13

14 BUILDSTRONG LIMITING WALL HEIGHTS - NON STRUCTURAL Telling Non Structural 33 ksi.dbs Allowable Non-Axial Load Bearing Wall Heights Spacing 5 psf 10 psf 15 psf Section Fy (ksi) (in) oc L/120 L/240 L/360 L/120 L/240 L/360 L/120 L/240 L/ S S S e 3 8 e 3 8 e 162S S S S S S S S S S e 7 2 e 7 2 e 250S e 6 3 e 6 3 e 250S e 6 3 e 6 3 e 5 1 e 5 1 e 5 1 e 250S S S S S S S S S S S S S e 7 11 e 7 11 e 350S e 8 5 e 8 5 e 6 10 e 6 10 e 6 10 e 350S e 6 10 e 6 10 e 5 7 e 5 7 e 5 7 e 350S S S e 7 6 e 7 6 e 350S S S S S S S S S S S S S S S S e 9 11 e 9 11 e 8 1 e 8 1 e 8 1 e 362S e 8 7 e 8 7 e 7 0 e 7 0 e 7 0 e 362S e 9 11 e 9 11 e 7 0 e 7 0 e 7 0 e 5 8 e 5 8 e 5 8 e 362S S S e 7 8 e 7 8 e 362S S S S S S S S S S S S S S S S e 14 9 e 14 9 e 10 5 e 10 5 e 10 5 e 8 6 e 8 6 e 8 6 e 400S e 12 9 e 12 9 e 9 0 e 9 0 e 9 0 e 7 4 e 7 4 e 7 4 e 400S e 10 5 e 10 5 e 7 4 e 7 4 e 7 4 e 6 0 e 6 0 e 6 0 e 400S S S e 8 1 e 8 1 e 400S S S Notes 1. Lateral loads have not been modified for strength checks. 2. Lateral loads have been multiplied by 0.7 for deflection determination. 3. Limiting heights based on continuous support of each flange over the full length of the stud. 4. Limiting heights are based on steel properties only (non-composite). 5. Web crippling check based on 1 inch end bearing. Where listed limiting heights are followed by e, web stiffeners are required. 14

15 LIGHT GAUGE STRUCTURAL FRAMING & ACCESSORIES LIMITING WALL HEIGHTS - NON STRUCTURAL Telling Non Structural 33 ksi.dbs Allowable Non-Axial Load Bearing Wall Heights Spacing 5 psf 10 psf 15 psf Section Fy (ksi) (in) oc L/120 L/240 L/360 L/120 L/240 L/360 L/120 L/240 L/ S S S S S S S S S S S S S e 14 8 e 14 8 e 550S e 15 7 e 15 7 e 12 8 e 12 8 e 12 8 e 550S e 12 8 e 12 8 e 10 4 e 10 4 e 10 4 e 550S S e 13 8 e 13 8 e 550S e 13 8 e 13 8 e 11 2 e 11 2 e 11 2 e 550S S S e 12 1 e 12 1 e 550S S S S S S S S S S e 26 8 e e e e e 15 5 e 15 5 e 15 5 e 600S e 23 1 e 21 8 e 16 4 e 16 4 e 16 4 e 13 4 e 13 4 e 13 4 e 600S e e e 13 4 e 13 4 e 13 4 e e e e 600S e 16 7 e 16 7 e 600S e 14 4 e 14 4 e 600S e 14 4 e 14 4 e 11 9 e 11 9 e 11 9 e 600S S e 15 7 e 15 7 e 600S e 15 7 e 15 7 e 12 8 e 12 8 e 12 8 e 600S S S S S S S S S S e 33 7 e e 23 9 e 23 9 e 23 9 e 19 5 e 19 5 e 19 5 e 800S e 29 1 e 28 1 e 20 7 e 20 7 e 20 7 e 16 9 e 16 9 e 16 9 e 800S e 23 9 e 23 9 e 16 9 e 16 9 e 16 9 e 13 8 e 13 8 e 13 8 e 800S e 36 6 e 32 1 e e e 25 6 e 21 1 e 21 1 e 21 1 e 800S e 31 7 e 29 2 e 22 4 e 22 4 e 22 4 e 18 3 e 18 3 e 18 3 e 800S e e 25 6 e 18 3 e 18 3 e 18 3 e e e e 800S S S e 18 5 e 18 5 e 800S S S S S S Notes 1. Lateral loads have not been modified for strength checks. 2. Lateral loads have been multiplied by 0.7 for deflection determination. 3. Limiting heights based on continuous support of each flange over the full length of the stud. 4. Limiting heights are based on steel properties only (non-composite). 5. Web crippling check based on 1 inch end bearing. Where listed limiting heights are followed by e, web stiffeners are required. 15

16 BUILDSTRONG LIMITING WALL HEIGHTS - STRUCTURAL Spacing 5 psf 15 psf 20 psf 25 psf 30 psf 35 psf 40 psf 50 psf Section Fy (ksi) (in) oc L/120 L/240 L/360 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 L/240 L/360 L/ S e 8 6 e e 7 8 e 6 10 e 350S e 8 6 e e 7 11 e e 7 5 e 6 9 e 6 7 e 6 7 e 6 3 e 350S e 8 6 e e 7 8 e 6 10 e 7 0 e 7 0 e 6 6 e 6 5 e 6 5 e 6 2 e 6 0 e 6 0 e 5 10 e 5 5 e 5 5 e 5 5 e 350S e 9 8 e e 9 2 e e 8 2 e 7 2 e 350S e e 9 2 e e 8 6 e 7 5 e 7 11 e 7 11 e 7 1 e 7 1 e 7 1 e 6 7 e 350S e 9 2 e e 8 2 e 7 2 e 7 6 e 7 6 e 6 9 e 6 11 e 6 11 e 6 5 e 6 6 e 6 6 e 6 2 e 5 9 e 5 9 e 5 9 e 350S e e 10 2 e e 9 7 e e 8 7 e 7 7 e 350S e 10 4 e e 9 7 e e 8 11 e 7 9 e 8 4 e 8 4 e 7 5 e 7 5 e 7 5 e 6 11 e 350S e e 9 7 e e 8 7 e 7 7 e 7 10 e 7 10 e 7 2 e 7 3 e 7 3 e 6 10 e 6 9 e 6 9 e 6 6 e 6 1 e 6 1 e 6 0 e 350S S S e 7 1 e e 6 4 e 5 11 e 350S S e 8 4 e S e 8 2 e e 7 7 e e 6 10 e 6 3 e 350S S e 8 11 e S e 9 3 e e 8 9 e e 8 2 e 7 1 e 7 4 e 7 4 e 6 7 e 350S S S S S S S S S S S S S S S S S S S e 8 8 e e 7 9 e 7 1 e 362S e 8 8 e e 8 1 e 7 3 e 7 6 e 7 6 e 6 11 e 6 9 e 6 9 e 6 5 e 362S e 8 8 e e 7 9 e 7 1 e 7 1 e 7 1 e 6 8 e 6 7 e 6 7 e 6 4 e 6 2 e 6 2 e 6 0 e 5 6 e 5 6 e 5 6 e 362S e 9 11 e e 9 4 e e 8 4 e 7 5 e 362S e 10 1 e e 9 4 e e 8 8 e 7 7 e 8 1 e 8 1 e 7 3 e 7 3 e 7 3 e 6 9 e 362S e 9 4 e e 8 4 e 7 5 e 7 8 e 7 8 e 7 0 e 7 1 e 7 1 e 6 7 e 6 7 e 6 7 e 6 4 e 5 11 e 5 11 e 5 10 e 362S e 11 0 e e 10 5 e e 9 10 e 8 5 e 8 9 e 8 9 e 7 10 e 362S e 10 7 e e 9 10 e 8 5 e 9 1 e 9 1 e 8 0 e 8 6 e 8 6 e 7 8 e 7 7 e 7 7 e 7 1 e 362S e 11 0 e e 9 10 e 8 5 e 8 9 e 8 9 e 7 10 e 8 0 e 8 0 e 7 4 e 7 5 e 7 5 e 7 0 e 6 11 e 6 11 e 6 8 e 6 2 e 6 2 e 6 2 e 362S S S e 7 3 e e 6 5 e 6 1 e 362S S e 8 6 e S e 8 4 e e 7 9 e 6 11 e 6 11 e 6 11 e 6 5 e 362S S e 9 2 e S e 9 6 e e 8 11 e e 8 4 e 7 3 e 7 5 e 7 5 e 6 9 e 362S S S S S S S S S e 8 6 e S S S S S S S S S S S S Notes 1. Lateral loads have not been modified for strength checks. 2. Lateral loads have been multiplied by 0.7 for deflection determination. 3. Limiting heights based on continuous support of each flange over the full length of the stud. 4. Limiting heights are based on steel properties only (non-composite). 5. Web crippling check based on 1 inch end bearing. Where listed limiting heights are followed by e, web stiffeners are required. 16

17 LIGHT GAUGE STRUCTURAL FRAMING & ACCESSORIES LIMITING WALL HEIGHTS - STRUCTURAL Spacing 5 psf 15 psf 20 psf 25 psf 30 psf 35 psf 40 psf 50 psf Section Fy (ksi) (in) oc L/120 L/240 L/360 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 L/240 L/360 L/ S S S S S S S S S S S S S S S S e 9 10 e e 9 2 e 8 3 e 8 3 e 8 3 e 7 8 e 400S e 10 1 e e 9 2 e 8 3 e 8 6 e 8 6 e 7 10 e 7 11 e 7 11 e 7 6 e 7 1 e 7 1 e 6 11 e 400S e 9 2 e 8 3 e 8 3 e 8 3 e 7 8 e 7 6 e 7 6 e 7 2 e 6 11 e 6 11 e 6 10 e 6 6 e 6 6 e 6 6 e 5 10 e 5 10 e 5 10 e 400S e 11 3 e e 10 7 e e 9 11 e 8 7 e 8 10 e 8 10 e 8 0 e 400S e e e 9 11 e 8 7 e 9 2 e 9 2 e 8 2 e 8 7 e 8 7 e 7 10 e 7 8 e 7 8 e 7 3 e 400S e 11 3 e e 9 11 e 8 7 e 8 10 e 8 10 e 8 0 e 8 1 e 8 1 e 7 6 e 7 6 e 7 6 e 7 2 e 7 0 e 7 0 e 6 10 e 6 3 e 6 3 e 6 3 e 400S e e e e 11 1 e 9 6 e 10 4 e 10 4 e 9 1 e 9 3 e 9 3 e 8 5 e 400S e 12 4 e e 11 4 e e 10 4 e 9 1 e 9 7 e 9 7 e 8 8 e 9 0 e 9 0 e 8 3 e 8 0 e 8 0 e 7 8 e 400S e e e 10 4 e 9 1 e 9 3 e 9 3 e 8 5 e 8 5 e 8 5 e 7 11 e 7 10 e 7 10 e 7 6 e 7 4 e 7 4 e 7 2 e 6 6 e 6 6 e 6 6 e 400S S e 8 5 e S e 8 2 e e 7 8 e 7 1 e 6 10 e 6 10 e 6 7 e 400S S e 9 0 e S e 9 6 e e 8 10 e e 8 3 e 7 5 e 7 4 e 7 4 e 6 11 e 400S e S e 10 8 e e 9 8 e 8 4 e 400S e e 10 2 e e 9 5 e 8 2 e 8 10 e 8 10 e 7 10 e 7 11 e 7 11 e 7 3 e 400S S S S S S e 8 3 e S S S e 9 0 e S S S S S S S S S S S S S S S S S S S S S S S S S S S S e e e 14 8 e 12 5 e 14 1 e e 11 8 e 13 0 e 13 0 e 11 1 e 12 2 e 12 2 e 10 7 e e e 9 10 e 550S e e e 14 5 e 12 2 e 13 4 e 13 4 e 11 3 e 12 2 e 12 2 e 10 7 e 11 3 e 11 3 e 10 1 e 10 6 e 10 6 e 9 7 e 9 5 e 9 5 e 8 11 e 550S e e 11 8 e 12 2 e 12 2 e 10 7 e e e 9 10 e 9 11 e 9 11 e 9 3 e 9 2 e 9 2 e 8 9 e 8 7 e 8 7 e 8 5 e 7 8 e 7 8 e 7 8 e 550S e e 16 6 e e 15 4 e e e 14 5 e 12 2 e e 13 9 e 11 7 e e e 11 1 e 11 7 e 11 7 e 10 3 e 550S e 16 6 e e 15 0 e 12 8 e 14 2 e e 11 9 e e e 11 1 e 12 0 e 12 0 e 10 6 e 11 2 e 11 2 e 10 0 e 10 0 e 10 0 e 9 4 e 550S e 14 5 e 12 2 e e e 11 1 e 11 7 e 11 7 e 10 3 e 10 7 e 10 7 e 9 8 e 9 9 e 9 9 e 9 2 e 9 2 e 9 2 e 8 9 e 8 2 e 8 2 e 8 2 e 550S e e 17 4 e e 16 1 e 13 7 e 15 8 e 15 2 e 12 9 e 14 6 e 14 4 e 12 1 e 13 6 e 13 6 e 11 7 e 12 1 e 12 1 e 10 9 e 550S e 17 4 e e 15 9 e 13 3 e e 14 7 e 12 4 e 13 6 e 13 6 e 11 7 e 12 6 e 12 6 e 11 0 e 11 9 e 11 9 e 10 6 e 10 6 e 10 6 e 9 9 e 550S e 15 2 e 12 9 e 13 6 e 13 6 e 11 7 e 12 1 e 12 1 e 10 9 e 11 0 e 11 0 e 10 1 e 10 3 e 10 3 e 9 7 e 9 7 e 9 7 e 9 2 e 8 6 e 8 6 e 8 6 e 550S e e 13 8 e e 12 8 e 10 8 e 550S e e 13 8 e e 13 0 e e 12 5 e 10 6 e 11 5 e 11 5 e 9 9 e 550S e 13 8 e e 12 8 e 10 8 e 12 0 e e 10 1 e 11 1 e 11 1 e 9 7 e 10 5 e 10 5 e 9 2 e 9 4 e 9 4 e 8 6 e 550S e e e 14 3 e e 13 3 e 11 2 e 550S e e 14 3 e e 13 7 e 11 5 e 13 7 e 13 0 e e 12 1 e 12 0 e 10 2 e 550S e e 14 3 e e 13 3 e 11 2 e 12 9 e 12 6 e 10 6 e e e 10 0 e 11 1 e 11 1 e 9 7 e 9 11 e 9 11 e 8 10 e Notes 1. Lateral loads have not been modified for strength checks. 2. Lateral loads have been multiplied by 0.7 for deflection determination. 3. Limiting heights based on continuous support of each flange over the full length of the stud. 4. Limiting heights are based on steel properties only (non-composite). 5. Web crippling check based on 1 inch end bearing. Where listed limiting heights are followed by e, web stiffeners are required. 17

18 BUILDSTRONG LIMITING WALL HEIGHTS - STRUCTURAL Spacing 5 psf 15 psf 20 psf 25 psf 30 psf 35 psf 40 psf 50 psf Section Fy (ksi) (in) oc L/120 L/240 L/360 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 L/240 L/360 L/ S e e 15 8 e e 15 0 e e e 11 9 e 550S e 16 0 e e 15 0 e e 14 3 e 12 0 e e 13 8 e 11 6 e 12 4 e 12 4 e 10 8 e 550S e e 15 0 e e e 11 9 e 13 0 e 13 0 e 11 1 e 12 1 e 12 1 e 10 6 e 11 3 e 11 3 e 10 0 e 10 1 e 10 1 e 9 4 e 550S S e 12 4 e S e e 12 2 e e 11 8 e e 10 6 e 9 1 e 550S S e e e S e 13 5 e e 12 9 e e 12 2 e 10 3 e 11 2 e 11 2 e 9 6 e 550S e S e e e 13 7 e S e e 14 1 e e 13 4 e e 12 9 e 10 9 e e e 10 0 e 550S S S e e 12 5 e S S S e e 12 8 e S S S S S S e S S S e 12 9 e S S S S S S S S S S S S S e e e 15 5 e 13 2 e 14 1 e 14 1 e 12 5 e 13 0 e 13 0 e 11 9 e 12 2 e 12 2 e 11 3 e e e 10 6 e 600S e e e e e 13 4 e 13 4 e 12 0 e 12 2 e 12 2 e 11 3 e 11 3 e 11 3 e 10 9 e 10 7 e 10 7 e 10 3 e 9 5 e 9 5 e 9 5 e 600S e 14 1 e 12 5 e 12 2 e 12 2 e 11 3 e e e 10 6 e 9 11 e 9 11 e 9 10 e 9 2 e 9 2 e 9 2 e 8 7 e 8 7 e 8 7 e 7 8 e 7 8 e 7 8 e 600S e e 17 9 e e 16 5 e e e 15 6 e 13 0 e 14 8 e 14 8 e 12 5 e 13 9 e 13 9 e e 12 3 e 12 3 e 11 0 e 600S e 17 9 e e 16 1 e 13 7 e 15 1 e e 12 7 e 13 9 e 13 9 e e 12 9 e 12 9 e 11 3 e e e 10 9 e 10 8 e 10 8 e 10 0 e 600S e 15 6 e 13 0 e 13 9 e 13 9 e e 12 3 e 12 3 e 11 0 e 11 3 e 11 3 e 10 4 e 10 5 e 10 5 e 9 10 e 9 9 e 9 9 e 9 5 e 8 8 e 8 8 e 8 8 e 600S e 20 5 e e 18 7 e 15 8 e 18 1 e 17 3 e 14 6 e 16 6 e 16 2 e 13 8 e 15 3 e 15 3 e 13 0 e 14 3 e 14 3 e 12 5 e 12 9 e 12 9 e 11 6 e 600S e 18 7 e 15 8 e 17 6 e e 14 2 e 15 8 e 15 8 e 13 2 e 14 3 e 14 3 e 12 5 e 13 2 e 13 2 e 11 9 e 12 4 e 12 4 e 11 3 e 11 0 e 11 0 e 10 5 e 600S e 16 2 e 13 8 e 14 3 e 14 3 e 12 5 e 12 9 e 12 9 e 11 6 e 11 8 e 11 8 e e 10 9 e 10 9 e 10 3 e 10 1 e 10 1 e 9 10 e 9 0 e 9 0 e 9 0 e 600S e 15 4 e e 14 6 e e 13 0 e 11 6 e 600S e 15 7 e e 14 6 e e 13 5 e 11 9 e 12 7 e 12 7 e 11 3 e 11 3 e 11 3 e 10 5 e 600S e 14 6 e e 13 0 e 11 6 e e e e 11 0 e 11 0 e 10 3 e 10 3 e 10 3 e 9 10 e 9 2 e 9 2 e 9 1 e 600S e e 16 0 e e 15 4 e e 14 2 e 12 0 e 600S e e 16 3 e e 15 4 e e 14 6 e 12 3 e 14 5 e e 11 9 e e e e 600S e e 15 4 e e 14 2 e 12 0 e 13 7 e 13 4 e 11 3 e 12 7 e 12 7 e 10 8 e 11 9 e 11 9 e 10 3 e 10 6 e 10 6 e 9 6 e 600S e e 17 8 e e e e 16 1 e 13 7 e 15 1 e e 12 7 e 600S e e 17 1 e e 16 1 e 13 7 e 15 8 e 15 3 e e 14 8 e 14 7 e 12 4 e 13 1 e 13 1 e 11 5 e 600S e 17 8 e e 16 1 e 13 7 e 15 1 e e 12 7 e e e e 12 9 e 12 9 e 11 3 e e e 10 9 e 10 8 e 10 8 e 10 0 e 600S S e 12 9 e S e 13 6 e e 12 6 e e 11 8 e 10 6 e 10 5 e 10 5 e 9 9 e 600S e S e e e e e S e e 14 4 e e 13 7 e 11 6 e 13 3 e 13 0 e 11 0 e e e 10 2 e 600S e e 16 0 e S e e e 15 8 e e 14 7 e 12 3 e 600S e e 16 0 e e 15 1 e e 14 4 e 12 1 e 14 1 e 13 8 e 11 7 e 12 8 e 12 8 e 10 9 e 600S S S e e e 13 3 e S S S e e e 13 7 e S S S e 12 5 e S S S e 13 0 e S S S e e 13 8 e 11 6 Notes 1. Lateral loads have not been modified for strength checks. 2. Lateral loads have been multiplied by 0.7 for deflection determination. 3. Limiting heights based on continuous support of each flange over the full length of the stud. 4. Limiting heights are based on steel properties only (non-composite). 5. Web crippling check based on 1 inch end bearing. Where listed limiting heights are followed by e, web stiffeners are required. 18

19 LIGHT GAUGE STRUCTURAL FRAMING & ACCESSORIES LIMITING WALL HEIGHTS - STRUCTURAL Spacing 5 psf 15 psf 20 psf 25 psf 30 psf 35 psf 40 psf 50 psf Section Fy (ksi) (in) oc L/120 L/240 L/360 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 L/240 L/360 L/ S S S S S S S S S S S S S S S S S S S S S S e 38 3 e 33 5 e 23 4 e 23 2 e 19 6 e 20 2 e 20 2 e 17 9 e 18 1 e 18 1 e 16 5 e 16 6 e 16 6 e 15 6 e 15 3 e 15 3 e 14 8 e 14 3 e 14 3 e 14 1 e 12 9 e 12 9 e 12 9 e 800S e 34 9 e 30 4 e 20 2 e 20 2 e 17 9 e 17 6 e 17 6 e 16 1 e 15 8 e 15 8 e e 14 3 e 14 3 e 14 1 e 13 3 e 13 3 e 13 3 e 12 4 e 12 4 e 12 4 e 11 1 e 11 1 e 11 1 e 800S e 28 7 e 26 6 e 16 6 e 16 6 e 15 6 e 14 3 e 14 3 e 14 1 e 12 9 e 12 9 e 12 9 e 11 8 e 11 8 e 11 8 e 10 9 e 10 9 e 10 9 e 10 1 e 10 1 e 10 1 e 9 0 e 9 0 e 9 0 e 800S e e 34 9 e e 24 1 e 20 4 e 21 7 e 21 7 e 18 6 e 19 4 e 19 4 e 17 2 e 17 7 e 17 7 e 16 2 e 16 4 e 16 4 e 15 4 e 15 3 e 15 3 e 14 8 e 13 8 e 13 8 e 13 7 e 800S e 36 2 e 31 7 e 21 7 e 21 7 e 18 6 e 18 8 e 18 8 e 16 9 e 16 8 e 16 8 e 15 7 e 15 3 e 15 3 e 14 8 e 14 1 e 14 1 e e 13 2 e 13 2 e 13 2 e e e e 800S e 30 6 e 27 7 e 17 7 e 17 7 e 16 2 e 15 3 e 15 3 e 14 8 e 13 8 e 13 8 e 13 7 e 12 5 e 12 5 e 12 5 e 11 6 e 11 6 e 11 6 e 10 9 e 10 9 e 10 9 e 9 5 e 9 5 e 9 5 e 800S e 42 5 e 37 1 e 26 9 e 25 8 e 21 8 e 23 2 e 23 2 e 19 8 e 20 8 e 20 8 e 18 3 e e e 17 2 e 17 6 e 17 6 e 16 4 e 16 4 e 16 4 e 15 7 e 14 7 e 14 7 e 14 6 e 800S e 38 7 e 33 8 e 23 2 e 23 2 e 19 8 e 20 0 e 20 0 e e e e 16 7 e 16 4 e 16 4 e 15 7 e 15 2 e 15 2 e e 14 2 e 14 2 e 14 2 e 12 8 e 12 8 e 12 8 e 800S e 32 9 e 29 5 e e e 17 2 e 16 4 e 16 4 e 15 7 e 14 7 e 14 7 e 14 6 e 13 4 e 13 4 e 13 4 e 12 4 e 12 4 e 12 4 e 11 7 e 11 7 e 11 7 e 9 5 e 9 5 e 9 5 e 800S e 21 6 e e 19 9 e 17 1 e 18 4 e 18 4 e 16 2 e 17 2 e 17 2 e 15 6 e 15 4 e 15 4 e 14 5 e 800S e 21 0 e e 18 9 e 16 6 e 17 2 e 17 2 e 15 6 e e e 14 9 e e e 14 1 e 13 3 e 13 3 e 13 1 e 800S e 19 9 e 17 1 e 17 2 e 17 2 e 15 6 e 15 4 e 15 4 e 14 5 e 14 0 e 14 0 e 13 6 e e e e 12 1 e 12 1 e 12 1 e e e e 800S e e 22 4 e e 21 0 e 17 9 e 19 7 e 19 7 e e 18 3 e 18 3 e 16 1 e 16 4 e 16 4 e e 800S e e e e 20 0 e 17 1 e 18 3 e 18 3 e 16 1 e e e 15 4 e e e 14 8 e 14 2 e 14 2 e 13 7 e 800S e 21 0 e 17 9 e 18 3 e 18 3 e 16 1 e 16 4 e 16 4 e e e e 14 1 e e e 13 4 e e e 12 9 e 11 7 e 11 7 e 11 7 e 800S e 25 5 e e 23 7 e e 23 9 e 22 3 e 18 9 e 22 0 e 21 1 e e 20 7 e 20 2 e 17 0 e 18 5 e 18 5 e e 800S e 25 5 e e 23 1 e 19 6 e 22 7 e 21 5 e 18 1 e 20 7 e 20 2 e 17 0 e 19 1 e 19 1 e 16 2 e e e 15 6 e e e 14 4 e 800S e 22 3 e 18 9 e 20 7 e 20 2 e 17 0 e 18 5 e 18 5 e e e e e 15 7 e 15 7 e 14 1 e 14 7 e 14 7 e 13 6 e 13 0 e 13 0 e 12 6 e 800S e 19 8 e e 17 7 e 15 7 e 800S e 19 8 e e 18 2 e e 17 0 e 15 3 e 15 3 e 15 3 e 14 2 e 800S e 19 8 e e 17 7 e 15 7 e 16 1 e 16 1 e 14 8 e e e e e e 13 4 e 12 5 e 12 5 e 12 4 e 800S e e 20 8 e e 18 8 e 16 2 e 800S e e 20 8 e e 19 4 e 16 7 e 18 1 e 18 1 e e 16 2 e 16 2 e 14 8 e 800S e 20 8 e e 18 8 e 16 2 e 17 1 e 17 1 e 15 3 e e e 14 6 e 14 9 e 14 9 e e 13 3 e 13 3 e e 800S e e 22 8 e e 21 8 e e 20 2 e 17 0 e 800S e e 23 1 e e 21 8 e e 20 7 e 17 4 e 21 1 e 19 8 e 16 7 e e 18 3 e 15 5 e 800S e e 21 8 e e 20 2 e 17 0 e e e 16 0 e 18 5 e 18 0 e 15 2 e 17 3 e 17 2 e 14 6 e 15 5 e 15 5 e 13 6 e 800S e S e e 19 0 e S e e 19 8 e e 18 8 e e e 15 1 e 17 5 e 16 7 e 14 0 e 800S e S e e e 19 5 e S e e 20 1 e e 19 1 e e 18 3 e 15 5 e 17 6 e e 14 4 e 800S S S e 17 0 e e e e 14 2 e 13 3 e 800S S e 18 6 e S e 19 5 e e 18 0 e e e e 15 1 e 15 1 e e 800S e S e e e 19 8 e S e e 20 4 e e 19 4 e e 18 6 e 15 7 e 17 4 e 17 2 e 14 6 e 800S S S e e e S S S e e 18 5 e S S S S S S S S S S S S S S S Notes 1. Lateral loads have not been modified for strength checks. 2. Lateral loads have been multiplied by 0.7 for deflection determination. 3. Limiting heights based on continuous support of each flange over the full length of the stud. 4. Limiting heights are based on steel properties only (non-composite). 5. Web crippling check based on 1 inch end bearing. Where listed limiting heights are followed by e, web stiffeners are required. 19

20 BUILDSTRONG CURTAIN WALL CONSTRUCTION Provision for vertical movement of the building structure, without transfer of compressive loads to the exterior curtain wall, is frequently desirable. The details on the following pages are applicable for attaching all types of steel studs, whether they are installed as individual components, as prefabricated framing assemblies or as prefinished panels with exterior facing in place. 20

21 LIGHT GAUGE STRUCTURAL FRAMING & ACCESSORIES CURTAIN WALL CONSTRUCTION 21

22 BUILDSTRONG ALLOWABLE AXIAL LOAD TABLES 5 psf lateral load Wall Spacing 350S137-mils (Fy) 350S162-mils (Fy) 350S200-mils (Fy) 350S250-mils (Fy) 350S300-mils (Fy) (ft) (in) o.c psf lateral load Wall Spacing 350S137-mils (Fy) 350S162-mils (Fy) 350S200-mils (Fy) 350S250-mils (Fy) 350S300-mils (Fy) (ft) (in) o.c psf lateral load Wall Spacing 350S137-mils (Fy) 350S162-mils (Fy) 350S200-mils (Fy) 350S250-mils (Fy) 350S300-mils (Fy) (ft) (in) o.c psf lateral load Wall Spacing 350S137-mils (Fy) 350S162-mils (Fy) 350S200-mils (Fy) 350S250-mils (Fy) 350S300-mils (Fy) (ft) (in) o.c Combined Axial and Lateral Load Table Notes 1. Allowable axial loads listed in kips (1 kip = 1000 lb). 2. Allowable axial loads determined in accordance with section C5 of the NASPEC, with section D4 used for treatment of punchouts. 3. Listed lateral pressures and axial loads have not been modified for strength checks based on wind/earthquake or multiple transient loads. 4. Allowable axial loads based on bracing KyLy = KtLt = 48 inches. 5. Superscripts represent exceeded deflection: 1 = L/120 exceeded; 2 = L/240 exceeded; 3 = L/360 exceeded; 6 = L/600 exceeded; 7 = L/ Lateral pressures have been multiplied by 0.7 for deflection checks. 7. Studs are assumed to be adequately braced to develop full allowable moment, Ma. 8. Check end reactions for web crippling 22

23 LIGHT GAUGE STRUCTURAL FRAMING & ACCESSORIES ALLOWABLE AXIAL LOAD TABLES 30 psf lateral load Wall Spacing 350S137-mils (Fy) 350S162-mils (Fy) 350S200-mils (Fy) 350S250-mils (Fy) 350S300-mils (Fy) (ft) (in) o.c psf lateral load Wall Spacing 350S137-mils (Fy) 350S162-mils (Fy) 350S200-mils (Fy) 350S250-mils (Fy) 350S300-mils (Fy) (ft) (in) o.c psf lateral load Wall Spacing 350S137-mils (Fy) 350S162-mils (Fy) 350S200-mils (Fy) 350S250-mils (Fy) 350S300-mils (Fy) (ft) (in) o.c psf lateral load Wall Spacing 350S137-mils (Fy) 350S162-mils (Fy) 350S200-mils (Fy) 350S250-mils (Fy) 350S300-mils (Fy) (ft) (in) o.c Combined Axial and Lateral Load Table Notes 1. Allowable axial loads listed in kips (1 kip = 1000 lb). 2. Allowable axial loads determined in accordance with section C5 of the NASPEC, with section D4 used for treatment of punchouts. 3. Listed lateral pressures and axial loads have not been modified for strength checks based on wind/earthquake or multiple transient loads. 4. Allowable axial loads based on bracing KyLy = KtLt = 48 inches. 5. Superscripts represent exceeded deflection: 1 = L/120 exceeded; 2 = L/240 exceeded; 3 = L/360 exceeded; 6 = L/600 exceeded; 7 = L/ Lateral pressures have been multiplied by 0.7 for deflection checks. 7. Studs are assumed to be adequately braced to develop full allowable moment, Ma. 8. Check end reactions for web crippling 23

26 BUILDSTRONG ALLOWABLE AXIAL LOAD TABLES 5 psf lateral load WallSpacing 400S137-mils (Fy) 400S162-mils (Fy) 400S200-mils (Fy) 400S250-mils (Fy) 400S300-mils (Fy) (ft) (in) o.c psf lateral load WallSpacing 400S137-mils (Fy) 400S162-mils (Fy) 400S200-mils (Fy) 400S250-mils (Fy) 400S300-mils (Fy) (ft) (in) o.c psf lateral load WallSpacing 400S137-mils (Fy) 400S162-mils (Fy) 400S200-mils (Fy) 400S250-mils (Fy) 400S300-mils (Fy) (ft) (in) o.c psf lateral load WallSpacing 400S137-mils (Fy) 400S162-mils (Fy) 400S200-mils (Fy) 400S250-mils (Fy) 400S300-mils (Fy) (ft) (in) o.c Combined Axial and Lateral Load Table Notes 1. Allowable axial loads listed in kips (1 kip = 1000 lb). 2. Allowable axial loads determined in accordance with section C5 of the NASPEC, with section D4 used for treatment of punchouts. 3. Listed lateral pressures and axial loads have not been modified for strength checks based on wind/earthquake or multiple transient loads. 4. Allowable axial loads based on bracing KyLy = KtLt = 48 inches. 5. Superscripts represent exceeded deflection: 1 = L/120 exceeded; 2 = L/240 exceeded; 3 = L/360 exceeded; 6 = L/600 exceeded; 7 = L/ Lateral pressures have been multiplied by 0.7 for deflection checks. 7. Studs are assumed to be adequately braced to develop full allowable moment, Ma. 8. Check end reactions for web crippling 26

30 BUILDSTRONG ALLOWABLE AXIAL LOAD TABLES 5 psf lateral load WallSpacing 600S137-mils (Fy) 600S162-mils (Fy) 600S200-mils (Fy) 600S250-mils (Fy) 600S300-mils (Fy) (ft) (in) o.c psf lateral load WallSpacing 600S137-mils (Fy) 600S162-mils (Fy) 600S200-mils (Fy) 600S250-mils (Fy) 600S300-mils (Fy) (ft) (in) o.c psf lateral load WallSpacing 600S137-mils (Fy) 600S162-mils (Fy) 600S200-mils (Fy) 600S250-mils (Fy) 600S300-mils (Fy) (ft) (in) o.c psf lateral load WallSpacing 600S137-mils (Fy) 600S162-mils (Fy) 600S200-mils (Fy) 600S250-mils (Fy) 600S300-mils (Fy) (ft) (in) o.c Combined Axial and Lateral Load Table Notes 1. Allowable axial loads listed in kips (1 kip = 1000 lb). 2. Allowable axial loads determined in accordance with section C5 of the NASPEC, with section D4 used for treatment of punchouts. 3. Listed lateral pressures and axial loads have not been modified for strength checks based on wind/earthquake or multiple transient loads. 4. Allowable axial loads based on bracing KyLy = KtLt = 48 inches. 5. Superscripts represent exceeded deflection: 1 = L/120 exceeded; 2 = L/240 exceeded; 3 = L/360 exceeded; 6 = L/600 exceeded; 7 = L/ Lateral pressures have been multiplied by 0.7 for deflection checks. 7. Studs are assumed to be adequately braced to develop full allowable moment, Ma. 8. Check end reactions for web crippling 30

34 BUILDSTRONG CONSTRUCTION DETAILS 34

35 LIGHT GAUGE STRUCTURAL FRAMING & ACCESSORIES WEB CRIPPLING LOAD TABLES C D <1.5 h 1.5 h h Two-Flange Loading Conditions <1.5 h C < 1.5 h < 1.5 h D 1.5 h <1.5 h 1.5 h B h One-Flange Loading Conditions A 1.5 h B 1.5 h Uniform Load h <1.5 h A B 1.5 h A B C D B One-Flange End Loading One-Flange Interior Loading Two-Flange End Loading Two-Flange Interior Loading Point Load and Loading Condition 1. Allowable web crippling loads are for members with stiffened flanges only (i.e. S-sections). 2. For Back-to-Back members the listed web crippling capacity is total for the two sections. 3. For Back-to-Back members the distance between web connectors and flanges should be kept to a minimum 4. Listed web crippling loads do not include the effect of punch-outs. Where punch-outs occur near bearing points web crippling capacity may be reduced. See NASPEC Section C

36 BUILDSTRONG Web Crippling Load Tables- Single Members Condition 1 Condition 2 Condition 3 Condition 4 Design Fy Brng Length (in) Brng Length (in) Brng Length (in) Brng Length (in) Depth Thickness (mils) (ksi) All values based on Fy equal to 33 KSI unless otherwise noted 2. Calculations based on 2004 North American Specification for the Design of Cold-Formed Steel Structural Members 36

37 LIGHT GAUGE STRUCTURAL FRAMING & ACCESSORIES Web Crippling Load Tables- Back-To-Back Members Condition 1 Condition 2 Condition 3 Condition 4 Design Fy Brng Length (in) Brng Length (in) Brng Length (in) Brng Length (in) Depth Thickness (mils) (ksi) All values based on Fy equal to 33 KSI unless otherwise noted 2. Calculations based on 2004 North American Specification for the Design of Cold-Formed Steel Structural Members 37

38 BUILDSTRONG FLOOR JOIST SPAN TABLES 10PSF DEAD LOAD AND 20 PSF LIVE LOAD IN KSI L/360 Live Load Deflection L/480 Live Load Deflection Single Span Two Equal Spans Single Span Two Equal Spans Fy Spacing (in) Spacing (in) Spacing (in) Spacing (in) Section (ksi) S e 11 3 e i 13 9 i 11 3 a e 11 3 e i 13 9 i 11 3 a 600S e 14 4 e 11 8 e 16 6 i 14 4 i 11 8 a e 11 8 e 16 6 i 14 4 i 11 8 a 600S e 19 3 i 16 8 i 13 7 i i i 13 7 i 600S e 19 7 i i i i 16 9 i i 600S e 20 1 i 17 5 i 14 2 i e 19 3 i 17 5 i 14 2 i 600S i 18 9 i 15 4 i i i 600S i S i 19 9 i 16 4 i i i 15 8 i 600S i i 600S i 19 6 i i i i i 600S i 18 0 i i 600S i 18 5 i i 600S i 17 3 i i 600S S i 18 5 i i 600S S i 19 1 i i 600S S i S S S S S S S S e 15 3 e 12 6 e 17 8 a 14 6 a 10 9 a 17 8 e 15 3 e 12 6 e 17 8 a 14 6 a 10 9 a 800S e 16 5 e 13 5 e 18 5 a 15 1 a 11 2 a e 16 5 e 13 5 e 18 5 a 15 1 a 11 2 a 800S e 21 2 i 18 4 i 15 0 i e 21 2 i 18 4 i 15 0 i 800S e e i 20 8 i i e 23 1 i 20 8 i i 800S e 17 0 e 24 0 i i 17 0 a e 17 0 e 24 0 i i 17 0 a 800S i 21 0 i 17 1 i i 21 0 i 17 1 i 800S i 23 6 i 20 3 i i 18 8 i 800S e 27 4 i 24 5 i i i 22 6 i 19 8 i 800S i 21 8 i i 800S e 27 5 i 23 9 i 19 5 i i 23 6 i 19 5 i 800S i 25 9 i 22 6 i i 20 5 i 800S i 26 4 i 22 7 i i i 800S i i 19 6 i i 23 1 i 19 6 i 800S i S i 26 8 i 22 5 i i 21 2 i 800S i S i i 23 2 i i 22 1 i 800S i S i i 800S i S S i S S i S S S e 20 9 e e a 20 9 a 16 5 a 23 1 e 20 9 e e a 20 9 a 16 5 a 1000S e 22 0 e 18 0 e 25 5 a 22 0 a 17 0 a 24 2 e e 18 0 e 25 5 a 22 0 a 17 0 a 1000S e 23 1 e e 26 8 a 23 1 a 17 6 a 25 7 e 23 1 e e 26 8 a 23 1 a 17 6 a 1000S e 27 6 i i 19 5 i e 27 6 i i 19 5 i 1000S i i i i 25 4 i 22 2 i 1000S e 29 6 i 25 7 i i e 29 5 i 25 7 i i 1000S i 29 2 i i i 26 7 i 23 2 i 1000S e 31 7 i 27 5 i 22 4 i e i 27 5 i 22 4 i 1000S i 30 7 i 25 0 i i 28 0 i 24 6 i 1000S i i 25 2 i i 28 7 i 25 0 i 1000S i 27 5 i 22 4 i i 27 5 i 22 4 i 1000S i 26 6 i i 1000S i 29 4 i i i i i 1000S i 27 8 i i 1000S i 33 2 i 27 1 i i 30 2 i 26 4 i 1000S i 29 0 i i 1000S i i i 1000S i 27 4 i i 1000S S i 29 2 i i 1000S S i 32 4 i i 1000S S S e 26 4 e 21 6 e 30 5 a 26 4 a 21 6 a e 26 3 e 21 6 e 30 5 a 26 4 a 21 6 a 1200S e 28 7 e 25 0 e 35 4 a a 25 3 a 28 7 e 26 0 e 22 9 e 32 2 a 29 2 a 25 3 a 1200S e 28 3 e 23 1 e 32 8 a 28 3 a 23 1 a 30 1 e 27 4 e 23 1 e 32 8 a 28 3 a 23 1 a 1200S e e 26 2 e 37 0 a 32 2 a 26 1 a e 27 2 e 23 9 e 33 7 a 30 6 a 26 1 a 1200S e 28 7 e 23 4 e 33 0 a 28 7 a 23 4 a 31 4 e 28 6 e 23 4 e 33 0 a 28 7 a 23 4 a 1200S e 31 2 e 26 9 e a 32 9 a 26 4 a 31 2 e 28 4 e 24 9 e 35 0 a 31 9 a 26 4 a 1200S e 32 7 e 27 6 e a 33 8 a a 32 7 e 29 7 e e 36 7 a 33 2 a a 1200S i 30 5 i i i 30 5 i i 1200S i i 29 8 i i 27 9 i 1200S i 32 7 i 26 7 i i 32 7 i 26 7 i 1200S i 36 5 i 31 5 i i i 1200S e 39 2 i i 27 8 i i i 27 8 i 1200S i i 31 8 i i 30 2 i 1200S i 39 6 i 33 3 i i 31 4 i 1200S i 37 9 i i i i 1200S i S i 40 2 i i i i 1200S i S i 42 7 i 34 9 i i 34 1 i 1200S i S S e 32 2 e 27 5 e 38 9 a 33 4 a 25 1 a 32 2 e 29 3 e 25 7 e 36 2 a a 25 1 a 1400S e 33 8 e 28 6 e 40 3 a 34 2 a 25 7 a 33 8 e 30 7 e 26 8 e 37 9 a 34 2 a 25 7 a 1400S e 35 0 e 29 0 e 41 0 a 34 6 a a 35 0 e 31 9 e 27 9 e 39 3 a 34 6 a a 1400S e 35 6 e 29 4 e 41 5 a 34 9 a 26 0 a 35 6 e 32 3 e 28 2 e a 34 9 a 26 0 a 1400S i 39 5 i 32 4 i i 31 3 i 1400S i 41 0 i 34 2 i i 32 7 i 1400S i 42 1 i 34 4 i i i i 1400S i 42 8 i i i i 34 9 i 1400S i S i S i S i See Floor Joist Span Notes on page

39 LIGHT GAUGE STRUCTURAL FRAMING & ACCESSORIES FLOOR JOIST SPAN TABLES 10PSF DEAD LOAD AND 30 PSF LIVE LOAD IN KSI L/360 Live Load Deflection L/480 Live Load Deflection Single Span Two Equal Spans Single Span Two Equal Spans Fy Spacing (in) Spacing (in) Spacing (in) Spacing (in) Section (ksi) S e e 9 9 e 13 9 i i 9 5 a 12 6 e 11 4 e 9 9 e 13 9 i i 9 5 a 600S e 12 5 e 10 1 e 14 4 i 12 5 a 9 8 a 13 1 e e 10 1 e 14 4 i 12 5 a 9 8 a 600S e 16 8 i 14 5 i 11 9 i e 15 4 i i 11 9 i 600S e i 14 8 i 12 0 i e 16 1 i 14 7 i 12 0 i 600S e 12 4 e 17 5 i 15 1 i 12 4 i e i 15 1 i 12 4 i 600S i 16 3 i 13 3 i i i 13 0 i 600S i i 600S i 17 3 i 14 2 i i 15 8 i 13 8 i 600S i 15 1 i i 600S i i i i 16 5 i i 600S i 15 9 i i 600S i 16 1 i i 600S i 17 7 i i i 14 0 i 600S S i 18 6 i i i 14 8 i 600S S i 19 5 i 16 6 i i 15 5 i 600S i S i S i S S i S S i S S S e 13 3 e e 14 6 a 11 9 a 8 8 a 15 3 e 13 3 e e 14 6 a 11 9 a 8 8 a 800S e 14 2 e 11 7 e 15 1 a 12 2 a 8 11 a 16 5 e 14 2 e 11 7 e 15 1 a 12 2 a 8 11 a 800S e e 18 4 i i a e e 18 4 i i a 800S e e 14 7 e 20 8 i i 14 7 a e 14 3 e 20 2 i i 14 7 a 800S e 18 0 e 14 8 e i 18 0 i 14 8 a e 14 8 e i 18 0 i 14 8 a 800S e 21 0 i 18 2 i i e 20 8 i 18 2 i i 800S i 20 6 i 17 6 i i 16 4 i 800S e i 21 2 i 17 3 i e 21 8 i 19 8 i 17 2 i 800S i 21 8 i i i 17 2 i 800S e 23 9 i 20 7 i 16 9 i e 22 7 i 20 6 i 16 9 i 800S i 22 6 i 19 6 i i i 800S i 23 0 i 19 7 i i i 18 3 i 800S i 20 9 i i i 20 2 i i 800S i i 800S i 23 3 i 19 5 i i 21 2 i 18 6 i 800S i S i 24 3 i 20 1 i i 22 1 i 19 3 i 800S i 21 2 i i 800S i i i 800S i i 800S S i i 800S S i i 800S S S e e 14 8 e 20 9 a a 13 4 a 20 2 e e 14 8 e 20 9 a a 13 4 a 1000S e 19 1 e 15 7 e 22 0 a 18 6 a a 21 1 e 19 1 e 15 7 e 22 0 a 18 6 a a 1000S e 20 0 e 16 4 e 23 1 a 19 0 a 14 2 a 22 4 e 20 0 e 16 4 e 23 1 a 19 0 a 14 2 a 1000S e i 20 7 i i e i 20 7 i i 1000S i 24 3 i i i 22 2 i 19 4 i 1000S e 18 1 e 25 7 i 22 2 i 18 1 i e 25 7 i 22 2 i 18 1 i 1000S i 25 3 i 20 8 i i 23 2 i 20 3 i 1000S e 19 4 e 27 5 i 23 9 i 19 4 a e 19 1 e 27 0 i 23 9 i 19 4 a 1000S i 26 6 i 21 8 i i 24 6 i 21 5 i 1000S e 30 3 i 26 8 i 21 9 i i 25 0 i 21 9 i 1000S i 23 9 i 19 4 i i 23 9 i 19 4 i 1000S i 23 1 i i 1000S i 25 5 i 20 9 i i 25 3 i 20 9 i 1000S i 24 2 i i 1000S e i 28 8 i 23 5 i i 26 4 i 23 0 i 1000S i 25 4 i i 23 0 i 1000S i i 26 0 i i 23 8 i 1000S i i 23 8 i i 23 7 i 1000S S i i 25 3 i i 24 8 i 1000S S i 28 3 i i 1000S S S e e 18 8 e 26 4 a a 18 8 a 25 3 e e 18 8 e 26 4 a a 18 8 a 1200S e 25 0 e e a 26 9 a a 25 0 e 22 9 e e 28 1 a 25 6 a a 1200S e 24 6 e 20 0 e 28 3 a 24 6 a 19 9 a 26 4 e e 20 0 e 28 3 a 24 6 a 19 9 a 1200S e 26 2 e 22 9 e 32 2 a a 21 4 a 26 2 e 23 9 e 20 9 e 29 4 a 26 8 a 21 4 a 1200S e 24 9 e 20 3 e 28 7 a 24 9 a a 27 5 e 24 9 e 20 3 e 28 7 a 24 9 a a 1200S e 27 2 e 23 2 e 32 9 a 28 4 a 21 6 a 27 2 e 24 9 e 21 7 e 30 7 a 27 9 a 21 6 a 1200S e 28 5 e e 33 8 a 29 1 a a 28 5 e e 22 7 e a 29 0 a a 1200S e 30 5 i 26 5 i 21 6 i e 30 5 i 26 5 i 21 6 i 1200S i 30 6 i 25 8 i i 24 3 i 1200S e 32 7 i 28 2 i 23 0 i e 32 1 i 28 2 i 23 0 i 1200S i i 27 2 i i 25 3 i 1200S e i 29 5 i 24 0 i e 33 4 i 29 5 i 24 0 i 1200S i 33 2 i 27 5 i i 30 2 i 26 4 i 1200S i 34 6 i 28 9 i i 31 4 i 27 4 i 1200S i 32 8 i 26 8 i i 31 6 i 26 8 i 1200S i S i 34 9 i 28 5 i i 28 5 i 1200S i S i i 30 1 i i 29 9 i 1200S i S i S e 28 2 e 23 9 e 33 4 a 27 3 a 20 3 a 28 2 e 25 7 e 22 4 e 31 7 a 27 3 a 20 3 a 1400S e 29 4 e 24 8 e 34 2 a a 20 8 a 29 4 e 26 8 e 23 4 e 33 0 a a 20 8 a 1400S e 30 7 e 25 1 e 34 6 a 28 2 a a 30 7 e 27 9 e 24 3 e 34 4 a 28 2 a a 1400S e 31 0 e 25 4 e 34 9 a 28 4 a a 31 0 e 28 2 e 24 7 e 34 9 a 28 4 a a 1400S i 34 3 i 28 0 i i 31 3 i 27 4 i 1400S i i 29 7 i i 32 7 i 28 5 i 1400S i 36 5 i 29 9 i i i 29 7 i 1400S i 37 0 i 30 2 i i 34 9 i 30 2 i 1400S i i 1400S i i 1400S i i i 1400S i 38 0 i i See Floor Joist Span Notes on page 43 39

40 BUILDSTRONG FLOOR JOIST SPAN TABLES 10PSF DEAD LOAD AND 40 PSF LIVE LOAD IN KSI L/360 Live Load Deflection L/480 Live Load Deflection Single Span Two Equal Spans Single Span Two Equal Spans Fy Spacing (in) Spacing (in) Spacing (in) Spacing (in) Section (ksi) S e 10 8 e 8 9 e 12 4 i 10 8 a 8 1 a 11 4 e 10 4 e 8 9 e 12 4 i 10 8 a 8 1 a 600S e 11 1 e 9 1 e a a 8 3 a e e 9 1 e a a 8 3 a 600S e 10 7 e i i 10 7 i e i 12 8 i 10 7 i 600S e 10 9 e 15 2 i 13 2 i 10 9 a e 14 7 i 13 2 i 10 9 a 600S e 11 0 e 15 7 i 13 6 i 11 0 a e e 15 3 i 13 6 i 11 0 a 600S i 14 7 i i i 13 7 i i 600S i 13 0 i i 600S e 17 3 i 15 6 i 12 8 i i 14 3 i 12 5 i 600S i 13 8 i i 600S e 17 6 i 15 2 i 12 4 i i i 12 4 i 600S i 16 4 i 14 3 i i 13 0 i 600S i 16 8 i 14 7 i i 13 3 i 600S i 16 0 i 13 4 i i 12 8 i 600S i S i i 14 3 i i 13 4 i 600S i S i 17 8 i i i 14 0 i 600S i i 600S i i 600S i S S i S S i S S S e e 9 6 e 12 4 a 10 0 a 7 3 a 13 8 e e 9 6 e 12 4 a 10 0 a 7 3 a 800S e 12 8 e 9 6 e 12 9 a 10 4 a 7 6 a 14 8 e 12 8 e 9 6 e 12 9 a 10 4 a 7 6 a 800S e 14 2 e 11 7 e 16 5 i 14 2 i 11 7 a 15 5 e 14 0 e 11 7 e 16 5 i 14 2 i 11 7 a 800S e 16 0 e 13 1 e 18 5 i 16 0 a 12 7 a 16 4 e e e 18 4 i 16 0 a 12 7 a 800S e 16 1 e 13 2 e 18 7 i 16 1 a 12 7 a 17 0 e 15 6 e 13 2 e 18 7 i 16 1 a 12 7 a 800S e 18 9 i 16 3 i 13 3 i e 18 9 i 16 3 i 13 3 i 800S i 18 8 i 15 8 i i i i 800S e 15 4 e 21 8 i i 15 5 a e 19 8 i i 15 5 a 800S i 19 8 i 17 2 i i i 15 7 i 800S e 15 0 e 21 3 i 18 5 i 15 0 i e 20 6 i 18 5 i 15 0 i 800S i 20 5 i 17 5 i i 18 7 i 16 3 i 800S i i 17 6 i i 19 0 i 16 7 i 800S i 18 6 i 15 2 i i 18 4 i 15 2 i 800S i 17 7 i i 800S i 21 2 i 17 5 i i 19 2 i 16 9 i 800S i 18 6 i i 800S i 22 0 i i i 20 1 i 17 6 i 800S i 19 3 i i 800S i i i 800S i 19 7 i i 800S S i 20 6 i i 800S S i 21 6 i i 800S S S e 16 1 e 13 1 e 18 6 a 15 3 a 11 4 a 18 4 e 16 1 e 13 1 e 18 6 a 15 3 a 11 4 a 1000S e 17 1 e e 19 4 a 15 9 a 11 8 a 19 2 e 17 1 e e 19 4 a 15 9 a 11 8 a 1000S e e 14 7 e a 16 2 a 12 0 a 20 4 e e 14 7 e a 16 2 a 12 0 a 1000S e 15 1 e 21 4 i 18 5 i 15 1 a e 15 1 e 21 4 i 18 5 i 15 1 a 1000S e 24 5 i 21 8 i 17 9 i i 20 2 i 17 7 i 1000S e e 16 2 e i i 16 2 a e 16 2 e i i 16 2 a 1000S e 25 6 i 22 7 i 18 5 i i 21 1 i 18 5 i 1000S e 21 3 e 17 4 e 24 6 i 21 3 i 17 4 a e 17 4 e 24 6 i 21 3 i 17 4 a 1000S e i 23 9 i 19 1 i e 24 6 i 22 3 i 19 1 i 1000S e 27 6 i i 19 2 i e 25 0 i 22 8 i 19 2 i 1000S e 24 6 i 21 2 i 17 4 i e 24 3 i 21 2 i 17 4 i 1000S i 24 0 i 20 9 i i 19 1 i 1000S e 26 2 i 22 8 i 18 6 i e 25 3 i 22 8 i 18 6 i 1000S i 25 1 i i i i 1000S e 29 0 i 25 8 i 21 0 i e 26 4 i i i 1000S i 26 4 i 23 0 i i i 1000S i 27 1 i 23 8 i i 21 6 i 1000S i i 21 2 i i 21 2 i 1000S i S i 27 8 i 22 7 i i 22 5 i 1000S i S i 29 4 i 25 7 i i 23 4 i 1000S i S i S e 20 5 e 16 8 e 23 7 a 20 5 a 16 2 a e 20 5 e 16 8 e 23 7 a 20 5 a 16 2 a 1200S e 22 9 e 19 7 e 27 8 a 23 8 a 17 9 a 22 9 e 20 8 e 18 0 e 25 6 a 23 2 a 17 9 a 1200S e e e 25 3 a a a e 21 9 e e 25 3 a a a 1200S e 23 9 e 20 4 e 28 9 a 24 3 a 18 2 a 23 9 e 21 7 e e 26 8 a 24 3 a 18 2 a 1200S e 22 2 e 18 1 e 25 7 a 22 2 a 17 0 a e 22 2 e 18 1 e 25 7 a 22 2 a 17 0 a 1200S e 24 9 e 20 9 e 29 3 a 24 6 a 18 4 a 24 9 e 22 6 e 19 7 e 27 9 a 24 6 a 18 4 a 1200S e e 21 4 e 30 1 a a 18 7 a e 23 6 e 20 6 e 29 0 a a 18 7 a 1200S e 27 3 i 23 7 i 19 3 i e 27 3 i 23 7 i 19 3 i 1200S i 27 9 i 23 0 i i 25 2 i 22 0 i 1200S e 20 7 e 29 1 i 25 2 i 20 7 i e 29 1 i 25 2 i 20 7 i 1200S i i 24 4 i i 26 3 i i 1200S e 21 6 e 30 4 i 26 3 i 21 6 i e 21 5 e 30 3 i 26 3 i 21 6 i 1200S i 30 0 i 24 6 i i 27 4 i i 1200S i 31 4 i 25 9 i i 28 6 i i 1200S i 29 3 i i i 28 8 i i 1200S i i 1200S i 31 1 i 25 5 i i i 25 5 i 1200S i i 1200S i i i i i i 1200S i i 1200S i i 1400S e 25 7 e 21 3 e 28 6 a 23 2 a 17 1 a 25 7 e 23 3 e 20 3 e 28 6 a 23 2 a 17 1 a 1400S e 26 8 e 22 1 e 29 2 a 23 8 a 17 5 a 26 8 e 24 3 e 21 2 e 29 2 a 23 8 a 17 5 a 1400S e 27 6 e 22 5 e 29 6 a a 17 7 a 27 9 e 25 3 e 22 1 e 29 6 a a 17 7 a 1400S e e 22 8 e 29 8 a 24 0 a 17 8 a 28 2 e 25 7 e 22 4 e 29 8 a 24 0 a 17 8 a 1400S e 34 5 i 30 8 i 25 0 i i 28 5 i i 1400S e i 32 5 i 26 5 i i 29 7 i i 1400S e 37 4 i 32 7 i 26 7 i i i 26 7 i 1400S e 38 2 i 33 1 i i e 34 9 i 31 7 i i 1400S i 31 1 i i 1400S i 32 4 i i 1400S i 33 6 i i 1400S i 34 6 i i See Floor Joist Span Notes on page

41 LIGHT GAUGE STRUCTURAL FRAMING & ACCESSORIES FLOOR JOIST SPAN TABLES 10PSF DEAD LOAD AND 50 PSF LIVE LOAD IN KSI L/360 Live Load Deflection L/480 Live Load Deflection Single Span Two Equal Spans Single Span Two Equal Spans Fy Spacing (in) Spacing (in) Spacing (in) Spacing (in) Section (ksi) S e 9 9 e 8 0 e 11 3 a 9 5 a 7 1 a 10 7 e 9 7 e 8 0 e 11 3 a 9 5 a 7 1 a 600S e 10 1 e 8 3 e 11 8 a 9 8 a 7 2 a 11 1 e 10 0 e 8 3 e 11 8 a 9 8 a 7 2 a 600S e 9 8 e 13 7 i 11 9 i 9 8 a e 9 1 e i 11 9 i 9 8 a 600S e 9 9 e i 12 0 i 9 9 a e 9 7 e 13 7 i 12 0 i 9 9 a 600S e 12 4 e 10 0 e 14 2 i 12 4 i 10 0 a e 10 0 e 14 2 i 12 4 i 10 0 a 600S e 15 3 i 13 3 i i i 12 7 i i 600S i 12 1 i i 11 0 i 600S e 16 0 i 14 2 i 11 7 i e 14 7 i 13 3 i 11 7 i 600S i 14 7 i 12 9 i i 11 7 i 600S e i i 11 3 i e 15 3 i i 11 3 i 600S i 15 2 i 13 3 i i 12 1 i 600S i 15 6 i 13 6 i i 12 4 i 600S i i 12 2 i i 13 6 i 11 9 i 600S i S i 15 7 i 13 0 i i 14 2 i 12 5 i 600S i S i 16 4 i 13 6 i i i 13 0 i 600S i 14 4 i i 600S i 14 9 i i 600S i i 600S S i i 600S S i i 600S S S e e 7 11 e 10 9 a 8 8 a 6 3 a 12 6 e e 7 11 e 10 9 a 8 8 a 6 3 a 800S e 11 7 e 7 11 e 11 2 a 8 11 a 6 4 a 13 5 e 11 7 e 7 11 e 11 2 a 8 11 a 6 4 a 800S e e 10 7 e 15 0 i a 10 3 a 14 4 e e 10 7 e 15 0 i a 10 3 a 800S e 14 7 e e i 14 7 a 11 0 a 15 2 e 13 9 e e i 14 7 a 11 0 a 800S e 14 8 e 12 0 e 17 0 a 14 8 a 11 1 a e 14 4 e 12 0 e 17 0 a 14 8 a 11 1 a 800S e 12 1 e 17 1 i i 12 1 i e 17 1 i i 12 1 i 800S i 17 4 i 14 4 i i 15 9 i 13 9 i 800S e 14 1 e i 17 3 i 14 1 a e e 18 3 i 16 7 i 14 1 a 800S i 18 3 i 15 9 i i 16 7 i 14 6 i 800S e 13 8 e 19 5 i 16 9 i 13 8 a e 13 6 e 19 1 i 16 9 i 13 8 a 800S e i 19 0 i i i 17 3 i 15 1 i 800S e 21 4 i 19 5 i 16 0 i i 17 7 i 15 5 i 800S i i i i i i 800S i 16 4 i i 800S e 21 7 i 19 5 i i i i 15 7 i 800S i 17 2 i i 800S e 22 7 i 20 1 i 16 5 i i 18 7 i 16 3 i 800S i 20 6 i i i 16 3 i 800S i 21 1 i 18 5 i i 16 9 i 800S i 18 0 i i 800S S i 19 0 i i 800S S i i i 800S S i S e 14 8 e e 16 5 a 13 4 a 9 11 a e 14 8 e e 16 5 a 13 4 a 9 11 a 1000S e 15 7 e 12 8 e 17 0 a a 10 2 a e 15 7 e 12 8 e 17 0 a a 10 2 a 1000S e 16 4 e 13 4 e 17 6 a 14 2 a 10 5 a e 16 4 e 13 4 e 17 6 a 14 2 a 10 5 a 1000S e e 13 9 e 19 5 i i 13 9 a 18 6 e 16 9 e 13 9 e 19 5 i i 13 9 a 1000S e 22 8 i i i e 20 7 i 18 8 i i 1000S e 18 1 e 14 9 e i 18 1 i 14 9 a 19 4 e 17 6 e 14 9 e i 18 1 i 14 9 a 1000S e 23 8 i 20 8 i 16 4 i e 21 6 i 19 7 i 16 4 i 1000S e 19 4 e e 22 4 i 19 4 a 15 8 a 20 3 e 18 5 e e 22 4 i 19 4 a 15 8 a 1000S e 25 0 i 21 8 i i e 22 9 i 20 8 i i 1000S e 25 2 i 21 9 i i e 23 2 i 21 1 i i 1000S e 22 4 i 19 4 i i e 22 4 i 19 4 i i 1000S i 22 4 i i i 17 9 i 1000S e i 20 9 i i e 23 6 i 20 9 i i 1000S i 23 4 i 20 1 i i 21 2 i 18 6 i 1000S e 19 0 e i 23 5 i 19 2 a e 24 5 i 22 3 i 19 2 a 1000S i 24 5 i 21 4 i i 22 3 i 19 5 i 1000S i 25 2 i 21 7 i i i i 1000S i 23 8 i 19 4 i i 22 9 i 19 4 i 1000S i S i 25 3 i 20 7 i i 23 9 i 20 7 i 1000S i S i 27 3 i 23 5 i i 21 8 i 1000S i S i i 1200S e 18 8 e 15 3 e 21 6 a 18 8 a 14 3 a 21 4 e 18 8 e 15 3 e 21 6 a 18 8 a 14 3 a 1200S e 21 1 e e 25 3 a a 15 6 a 21 1 e 19 2 e 16 9 e 23 8 a a 15 6 a 1200S e 20 0 e 16 4 e 23 1 a 19 9 a a 22 2 e 20 0 e 16 4 e 23 1 a 19 9 a a 1200S e 22 0 e 18 7 e 26 1 a 21 4 a a 22 0 e 20 0 e 17 6 e 24 9 a 21 4 a a 1200S e 20 3 e 16 6 e 23 4 a a a 23 1 e 20 3 e 16 6 e 23 4 a a a 1200S e e e 26 4 a 21 6 a 16 0 a e e 18 3 e 25 9 a 21 6 a 16 0 a 1200S e e 19 5 e a a 16 3 a 24 0 e 21 9 e 19 0 e a a 16 3 a 1200S e 17 7 e i 21 6 i 17 7 i e 17 7 e i 21 6 i 17 7 i 1200S i 25 8 i 21 0 i i 23 5 i 20 5 i 1200S e 18 9 e 26 7 i 23 0 i 18 9 a e 18 9 e 26 7 i 23 0 i 18 9 a 1200S e 29 7 i i 22 2 i i 24 5 i 21 4 i 1200S e 24 0 e 19 7 e 27 8 i 24 0 i 19 7 a e 19 7 e 27 8 i 24 0 i 19 7 a 1200S e 30 9 i 27 5 i 22 4 i i 25 5 i 22 2 i 1200S e 32 0 i 28 9 i 23 6 i i 26 5 i 23 1 i 1200S i 26 8 i i i 26 7 i i 1200S i 25 6 i i 1200S i 28 5 i 23 2 i i 27 8 i 23 2 i 1200S i 26 6 i i 1200S i 30 1 i 24 7 i i 28 9 i 24 7 i 1200S i 27 7 i i 1200S i 28 5 i i 1400S e 23 9 e 19 4 e 25 1 a 20 3 a a 23 9 e 21 7 e e 25 1 a 20 3 a a 1400S e 24 8 e 19 7 e 25 7 a 20 8 a 15 1 a 24 9 e 22 6 e 19 7 e 25 7 a 20 8 a 15 1 a 1400S e 25 1 e 19 7 e a a 15 3 a 25 9 e 23 5 e 19 7 e a a 15 3 a 1400S e 25 4 e 19 7 e 26 0 a a 15 3 a 26 2 e 23 9 e 19 7 e 26 0 a a 15 3 a 1400S e i 28 0 i 22 7 i e 29 0 i 26 5 i 22 7 i 1400S e 33 3 i 29 7 i 23 4 i e 30 3 i 27 6 i 23 4 i 1400S e 34 4 i 29 9 i 23 5 i e 31 6 i 28 7 i 23 5 i 1400S e i 30 2 i 23 7 i e 32 3 i 29 4 i 23 7 i 1400S i 33 1 i 28 7 i i 1400S i 30 0 i i 1400S i 35 7 i 31 1 i i 28 3 i 1400S i 36 8 i 32 1 i i 29 1 i See Floor Joist Span Notes on page 43 41

42 BUILDSTRONG FLOOR JOIST SPAN TABLES 15 PSF DEAD LOAD AND 125 PSF LIVE LOAD IN KSI L/360 Live Load Deflection L/480 Live Load Deflection Single Span Two Equal Spans Single Span Two Equal Spans Fy Spacing (in) Spacing (in) Spacing (in) Spacing (in) Section (ksi) S e 6 5 e 4 7 e 6 3 a 5 1 a 3 8 a 7 4 e 6 5 e 4 7 e 6 3 a 5 1 a 3 8 a 600S e 6 7 e 4 7 e 6 5 a 5 2 a 3 8 a 7 8 e 6 7 e 4 7 e 6 5 a 5 2 a 3 8 a 600S e 7 9 e 6 4 e 8 11 a 7 9 a 6 1 a 8 6 e 7 8 e 6 4 e 8 11 a 7 9 a 6 1 a 600S e 7 10 e 6 5 e 9 1 a 7 10 a 6 1 a 8 11 e 7 10 e 6 5 e 9 1 a 7 10 a 6 1 a 600S e 8 1 e 6 7 e 9 4 a 8 1 a 6 2 a 9 4 e 8 1 e 6 7 e 9 4 a 8 1 a 6 2 a 600S e 8 8 e 7 1 e 10 0 i 8 8 a 7 1 a 9 1 e 8 3 e 7 1 e 10 0 i 8 8 a 7 1 a 600S e 11 3 i 10 2 i 8 6 i e 10 2 i 9 3 i 8 1 i 600S e 9 3 e 7 7 e 10 8 i 9 3 a 7 7 a 9 7 e 8 8 e 7 7 e 10 8 i 9 3 a 7 7 a 600S e i 10 5 i 8 6 i e 10 9 i 9 9 i 8 6 i 600S e 9 1 e 7 5 e 10 5 i 9 1 a 7 5 a 10 0 e 9 1 e 7 5 e 10 5 i 9 1 a 7 5 a 600S e 8 8 e 12 4 i 10 8 i 8 9 a e 11 2 i 10 2 i 8 9 a 600S e 8 11 e 12 7 i i 8 11 a e 11 5 i 10 5 i 8 11 a 600S e 8 0 e 11 4 i 9 9 i 8 0 i e i 9 9 i 8 0 i 600S i i 9 7 i i 9 11 i 8 8 i 600S e 8 6 e 12 0 i 10 5 i 8 6 i e 11 6 i 10 5 i 8 6 i 600S i 11 6 i 10 1 i i 10 5 i 9 2 i 600S e 8 10 e 12 6 i i 8 10 a e 8 6 e 12 1 i i 8 10 a 600S i 12 1 i 9 11 i i i 9 7 i 600S i 12 5 i 10 2 i i 11 4 i 9 11 i 600S i 11 8 i 9 7 i i 11 0 i 9 7 i 600S i i 600S i 12 6 i 10 2 i i 11 7 i 10 2 i 600S i i 600S i 13 2 i 10 9 i i 12 2 i 10 8 i 600S i i 600S i 12 2 i i 800S e 5 1 e 3 5 e 5 5 a 4 1 a 2 9 a 6 9 e 5 1 e 3 5 e 5 5 a 4 1 a 2 9 a 800S e 5 1 e 3 5 e 5 5 a 4 1 a 2 9 a 6 9 e 5 1 e 3 5 e 5 5 a 4 1 a 2 9 a 800S e 8 6 e 6 11 e 9 3 a 7 6 a 5 6 a 9 10 e 8 6 e 6 11 e 9 3 a 7 6 a 5 6 a 800S e 9 7 e 7 6 e 9 10 a 8 0 a 5 10 a 11 0 e 9 7 e 7 6 e 9 10 a 8 0 a 5 10 a 800S e 9 8 e 7 6 e 9 11 a 8 0 a 5 10 a 11 1 e 9 8 e 7 6 e 9 11 a 8 0 a 5 10 a 800S e 9 8 e 7 11 e 11 2 a 9 8 a 7 11 a 11 2 e 9 8 e 7 11 e 11 2 a 9 8 a 7 11 a 800S e 11 4 e 9 4 e 13 3 i 11 6 i 9 0 a e 9 0 e 12 9 i 11 6 i 9 0 a 800S e 11 4 e 9 3 e 13 1 a 11 4 a 8 11 a 12 0 e e 9 3 e 13 1 a 11 4 a 8 11 a 800S e 12 0 e 10 4 e 14 7 i 12 7 a 9 6 a e 9 6 e 13 6 i 12 3 i 9 6 a 800S e 11 0 e 9 0 e 12 8 a 11 0 a 8 9 a 12 6 e 11 0 e 9 0 e 12 8 a 11 0 a 8 9 a 800S e 12 6 e 10 5 e 14 9 i 12 8 a 9 6 a e 9 11 e 14 0 i 12 8 a 9 6 a 800S e 12 9 e 10 6 e i 12 9 a 9 7 a 12 9 e 11 7 e 10 1 e 14 3 i 12 9 a 9 7 a 800S e 11 1 e 9 0 e 12 9 i 11 1 i 9 0 a e 9 0 e 12 9 i 11 1 i 9 0 a 800S e 15 2 i 13 4 i i e i 12 6 i i 800S e 12 9 e 10 5 e 14 8 i 12 9 a 10 5 a e 11 8 e 10 3 e 14 5 i 12 9 a 10 5 a 800S e i 14 5 i 12 6 i e 14 5 i 13 2 i 11 6 i 800S e 13 2 e 10 9 e 15 2 i 13 2 a 10 9 a 13 5 e 12 3 e 10 8 e 15 1 i 13 2 a 10 9 a 800S e 16 7 i i 12 1 i e 15 1 i 13 8 i 12 0 i 800S e 17 1 i 15 2 i 12 4 i e 15 6 i 14 1 i 12 4 i 800S e 16 8 i 14 5 i 11 9 i i i 11 9 i 800S i 15 4 i 13 2 i i 12 2 i 800S e 17 7 i 15 3 i 12 5 i i 14 7 i 12 5 i 800S i 14 1 i i 800S e 18 6 i 16 1 i 13 1 i e i 15 3 i 13 1 i 800S i 14 8 i i 13 4 i 800S i 17 5 i 15 2 i i i 1000S e 8 11 e 6 0 e 8 10 a 7 0 a 4 9 a 11 1 e 8 11 e 6 0 e 8 10 a 7 0 a 4 9 a 1000S e 8 11 e 6 0 e 9 0 a 7 2 a 4 9 a 11 9 e 8 11 e 6 0 e 9 0 a 7 2 a 4 9 a 1000S e 8 11 e 6 0 e 9 3 a 7 2 a 4 9 a e 8 11 e 6 0 e 9 3 a 7 2 a 4 9 a 1000S e 11 0 e 9 0 e 12 9 a 10 7 a 7 11 a 12 9 e 11 0 e 9 0 e 12 9 a 10 7 a 7 11 a 1000S e 13 0 e 10 7 e 14 4 i 11 8 i 8 7 a 13 6 e 12 3 e 10 7 e 14 4 i 11 8 i 8 7 a 1000S e e 9 8 e 13 6 a 11 1 a 8 3 a 13 8 e e 9 8 e 13 6 a 11 1 a 8 3 a 1000S e 13 6 e 11 0 e 14 8 i i 8 9 a 14 2 e e 11 0 e 14 8 i i 8 9 a 1000S e 12 8 e 10 4 e 14 1 a 11 6 a 8 6 a 14 8 e 12 8 e 10 4 e 14 1 a 11 6 a 8 6 a 1000S e 14 2 e 11 7 e 15 1 i 12 2 a 8 11 a e 13 7 e 11 7 e 15 1 i 12 2 a 8 11 a 1000S e 14 3 e 11 8 e 15 1 i 12 3 a 9 0 a 15 3 e e 11 8 e 15 1 i 12 3 a 9 0 a 1000S e 12 8 e 10 4 e 14 8 i 12 8 a 10 4 a 14 8 e 12 8 e 10 4 e 14 8 i 12 8 a 10 4 a 1000S e 12 5 e 17 6 i 15 2 i 12 5 a e 16 5 i i 12 5 a 1000S e 13 7 e 11 1 e 15 8 i 13 7 a 11 1 a 15 5 e 13 7 e 11 1 e 15 8 i 13 7 a 11 1 a 1000S e 13 2 e 18 7 i 16 1 i 13 2 a e 12 2 e 17 2 i 15 7 i 13 2 a 1000S e 15 4 e 12 6 e 17 9 a 15 4 a 12 6 a 16 1 e 14 7 e 12 6 e 17 9 a 15 4 a 12 6 a 1000S e 14 0 e i 17 2 i a e 12 9 e 18 0 i 16 4 i a 1000S e 14 2 e 20 0 i 17 4 i a e 13 1 e 18 6 i i a 1000S e i 15 6 i 12 8 i e i 15 6 i 12 8 i 1000S i 18 6 i 15 3 i i 16 9 i 14 8 i 1000S e 19 1 i 16 6 i 13 6 i e 19 1 i 16 6 i 13 6 i 1000S i 19 3 i 16 4 i i 17 6 i 15 4 i 1000S e 15 4 e 21 8 i 18 9 i 15 4 a e 20 1 i 18 3 i 15 4 a 1000S i 20 1 i 17 7 i i i 1000S i 20 9 i i i i 16 5 i 1200S e 12 2 e 9 10 e 12 9 a 10 4 a 7 6 a 14 1 e 12 2 e 9 10 e 12 9 a 10 4 a 7 6 a 1200S e 14 4 e 9 10 e a 11 1 a 7 10 a 15 6 e 14 1 e 9 10 e a 11 1 a 7 10 a 1200S e 13 1 e 9 10 e 13 3 a 10 8 a 7 9 a 15 1 e 13 1 e 9 10 e 13 3 a 10 8 a 7 9 a 1200S e 14 9 e 9 10 e 14 1 a 11 3 a 7 10 a 16 3 e 14 9 e 9 10 e 14 1 a 11 3 a 7 10 a 1200S e 13 3 e 9 10 e 13 4 a 10 9 a 7 9 a 15 3 e 13 3 e 9 10 e 13 4 a 10 9 a 7 9 a 1200S e 14 9 e 9 10 e 14 3 a 11 4 a 7 10 a e 14 9 e 9 10 e 14 3 a 11 4 a 7 10 a 1200S e 14 9 e 9 10 e 14 5 a 11 6 a 7 10 a 17 8 e 14 9 e 9 10 e 14 5 a 11 6 a 7 10 a 1200S e 14 1 e 11 6 e 16 3 a 14 1 a 11 4 a 16 3 e 14 1 e 11 6 e 16 3 a 14 1 a 11 4 a 1200S e e 13 9 e 19 5 i 16 9 i 12 7 a e 13 5 e 19 0 i 16 9 i 12 7 a 1200S e 15 1 e 12 4 e 17 5 a 15 1 a a 17 5 e 15 1 e 12 4 e 17 5 a 15 1 a a 1200S e 17 7 e 14 6 e 20 7 i 17 4 i 13 0 a e 14 0 e 19 9 i 17 4 i 13 0 a 1200S e 15 8 e e 18 2 a 15 8 a 12 1 a 18 2 e 15 8 e e 18 2 a 15 8 a 12 1 a 1200S e e 14 8 e 20 8 i 17 5 i 13 1 a 18 4 e 16 8 e 14 7 e 20 7 i 17 5 i 13 1 a 1200S e e 15 5 e 21 9 i a 13 5 a 19 1 e 17 4 e 15 2 e 21 5 i a 13 5 a 1200S e 14 3 e 20 2 i 17 6 i 14 3 i e 14 3 e 20 2 i 17 6 i 14 3 i 1200S i i 17 1 i i 19 6 i 17 1 i 1200S e 15 2 e 21 6 i 18 7 i 15 2 a e 15 2 e 21 6 i 18 7 i 15 2 a 1200S e 24 7 i 22 4 i 18 3 i i 20 4 i 17 9 i 1200S e 19 8 e 16 1 e 22 9 i 19 8 i 16 1 a e 16 1 e 22 9 i 19 8 i 16 1 a 1200S e 25 7 i 23 3 i i i 21 1 i 18 5 i 1200S e 26 5 i 24 0 i 20 5 i e 24 0 i 21 9 i 19 0 i 1400S e 12 7 e 8 5 e 13 2 a 10 1 a 6 9 a e 12 7 e 8 5 e 13 2 a 10 1 a 6 9 a 1400S e 12 7 e 8 5 e 13 4 a 10 1 a 6 9 a e 12 7 e 8 5 e 13 4 a 10 1 a 6 9 a 1400S e 12 7 e 8 5 e 13 5 a 10 1 a 6 9 a e 12 7 e 8 5 e 13 5 a 10 1 a 6 9 a 1400S e 12 7 e 8 5 e 13 5 a 10 1 a 6 9 a e 12 7 e 8 5 e 13 5 a 10 1 a 6 9 a 1400S e 18 4 e e 20 3 i 16 6 i 12 2 a 19 1 e 17 4 e e 20 3 i 16 6 i 12 2 a 1400S e 19 4 e e i 17 0 i 12 6 a e 18 0 e 15 9 e i 17 0 i 12 6 a 1400S e 19 6 e e 21 0 i 17 1 i 12 6 a 20 8 e 18 9 e e 21 0 i 17 1 i 12 6 a 1400S e 19 9 e 16 2 e 21 2 i 17 2 a 12 7 a 21 2 e 19 3 e 16 2 e 21 2 i 17 2 a 12 7 a 1400S e 26 6 i i 18 9 i e 24 4 i 22 1 i 18 9 i 1400S e i 24 5 i i e 25 4 i 23 0 i i 1400S e i 25 4 i 20 8 i e 26 3 i i 20 8 i 1400S e 29 9 i 26 1 i 21 4 i e 27 0 i 24 7 i 21 4 i See Floor Joist Span Notes on page

43 LIGHT GAUGE STRUCTURAL FRAMING & ACCESSORIES FLOOR JOIST SPAN TABLES 40 PSF DEAD LOAD AND 125 PSF LIVE LOAD IN KSI L/360 Live Load Deflection L/480 Live Load Deflection Single Span Two Equal Spans Single Span Two Equal Spans Fy Spacing (in) Spacing (in) Spacing (in) Spacing (in) Section (ksi) S e 5 10 e 3 10 e 5 7 a 4 5 a 3 1 a 6 9 e 5 10 e 3 10 e 5 7 a 4 5 a 3 1 a 600S e 5 10 e 3 10 e 5 8 a 4 6 a 3 1 a 7 1 e 5 10 e 3 10 e 5 8 a 4 6 a 3 1 a 600S e 7 1 e 5 10 e 8 3 a 7 1 a 5 5 a 8 3 e 7 1 e 5 10 e 8 3 a 7 1 a 5 5 a 600S e 7 3 e 5 11 e 8 4 a 7 3 a 5 5 a 8 4 e 7 3 e 5 11 e 8 4 a 7 3 a 5 5 a 600S e 7 5 e 6 1 e 8 7 a 7 4 a 5 6 a 8 7 e 7 5 e 6 1 e 8 7 a 7 4 a 5 6 a 600S e 8 0 e 6 6 e 9 3 i 8 0 a 6 6 a 9 1 e 8 0 e 6 6 e 9 3 i 8 0 a 6 6 a 600S e 7 10 e 11 1 i 9 7 i 7 10 a e 10 2 i 9 3 i 7 10 a 600S e 8 6 e 7 0 e 9 10 a 8 6 a 7 0 a 9 7 e 8 6 e 7 0 e 9 10 a 8 6 a 7 0 a 600S e 7 10 e 11 1 i 9 7 i 7 10 a e 7 7 e 10 9 i 9 7 i 7 10 a 600S e 8 0 e 11 4 i 9 10 i 8 0 a e 7 11 e 11 2 i 9 10 i 8 0 a 600S e 10 0 e 8 2 e 11 7 i 10 0 i 8 2 a e 8 1 e 11 5 i 10 0 i 8 2 a 600S e 7 4 e 10 5 i 9 0 i 7 4 a e 7 4 e 10 5 i 9 0 i 7 4 a 600S e 12 0 i i 8 11 i i 9 11 i 8 8 i 600S e 9 7 e 7 10 e 11 1 i 9 7 i 7 10 a e 7 10 e 11 1 i 9 7 i 7 10 a 600S e 12 8 i 11 6 i 9 5 i i 10 5 i 9 2 i 600S e i 11 3 i 9 2 i e 12 1 i i 9 2 i 600S e 13 3 i 11 5 i 9 4 i e 12 6 i 11 4 i 9 4 i 600S i 10 9 i 8 10 i i 10 9 i 8 10 i 600S i 10 7 i i 600S i 11 6 i 9 4 i i 11 6 i 9 4 i 600S i 11 2 i i 600S i 13 5 i 11 9 i i 10 8 i 600S i i 11 8 i i 11 1 i 800S e 4 4 e 2 10 e 4 7 a 3 5 a 2 4 a 5 9 e 4 4 e 2 10 e 4 7 a 3 5 a 2 4 a 800S e 4 4 e 2 10 e 4 7 a 3 5 a 2 4 a 5 9 e 4 4 e 2 10 e 4 7 a 3 5 a 2 4 a 800S e 7 10 e 6 4 e 8 2 a 6 8 a 4 10 a 9 0 e 7 10 e 6 4 e 8 2 a 6 8 a 4 10 a 800S e 8 10 e 6 4 e 8 9 a 7 0 a 5 1 a 10 2 e 8 10 e 6 4 e 8 9 a 7 0 a 5 1 a 800S e 8 10 e 6 4 e 8 9 a 7 1 a 5 1 a 10 3 e 8 10 e 6 4 e 8 9 a 7 1 a 5 1 a 800S e 8 11 e 7 4 e 10 4 a 8 11 a 7 3 a 10 4 e 8 11 e 7 4 e 10 4 a 8 11 a 7 3 a 800S e 10 7 e 8 7 e 12 2 i 10 7 i 8 0 a 11 4 e 10 4 e 8 7 e 12 2 i 10 7 i 8 0 a 800S e 10 5 e 8 6 e 12 0 a 10 5 a 7 11 a 12 0 e 10 5 e 8 6 e 12 0 a 10 5 a 7 11 a 800S e 11 8 e 9 6 e 13 6 i 11 3 a 8 5 a 12 0 e e 9 6 e 13 6 i 11 3 a 8 5 a 800S e 11 9 e 9 7 e 13 7 i 11 4 a 8 6 a 12 6 e 11 4 e 9 7 e 13 7 i 11 4 a 8 6 a 800S e e 9 8 e 13 8 i 11 4 a 8 6 a 12 9 e 11 7 e 9 8 e 13 8 i 11 4 a 8 6 a 800S e 10 2 e 8 4 e 11 9 i 10 2 i 8 4 a 11 9 e 10 2 e 8 4 e 11 9 i 10 2 i 8 4 a 800S e 10 0 e 14 2 i 12 3 i 10 0 i e i 12 3 i 10 0 i 800S e 11 9 e 9 7 e 13 6 i 11 9 a 9 7 a e 11 8 e 9 7 e 13 6 i 11 9 a 9 7 a 800S e 11 3 e i 14 1 i 11 6 a e 14 5 i 13 2 i 11 6 a 800S e 11 2 e 15 9 i 13 8 i 11 2 a e 10 8 e 15 1 i 13 8 i 11 2 a 800S e 11 5 e 16 1 i i 11 5 a e 11 0 e 15 6 i i 11 5 a 800S e 15 4 i 13 3 i i e 15 4 i 13 3 i i 800S i i 12 1 i i i 12 1 i 800S e 16 3 i 14 1 i 11 6 i e 16 1 i 14 1 i 11 6 i 800S i 16 1 i 14 0 i i 12 9 i 800S i i 14 5 i i 15 3 i 13 4 i 800S i 17 4 i 14 2 i i i i 1000S e 7 7 e 5 1 e 7 9 a 6 1 a 4 1 a 10 2 e 7 7 e 5 1 e 7 9 a 6 1 a 4 1 a 1000S e 7 7 e 5 1 e 7 11 a 6 1 a 4 1 a 10 2 e 7 7 e 5 1 e 7 11 a 6 1 a 4 1 a 1000S e 7 7 e 5 1 e 8 1 a 6 1 a 4 1 a 10 2 e 7 7 e 5 1 e 8 1 a 6 1 a 4 1 a 1000S e 10 2 e 8 3 e 11 7 a 9 5 a 7 0 a 11 9 e 10 2 e 8 3 e 11 7 a 9 5 a 7 0 a 1000S e e 9 9 e 12 9 i 10 4 a 7 7 a 13 6 e e 9 9 e 12 9 i 10 4 a 7 7 a 1000S e e 8 11 e 12 1 a 9 10 a 7 3 a 12 7 e e 8 11 e 12 1 a 9 10 a 7 3 a 1000S e 12 5 e 10 1 e 13 0 i 10 6 a 7 8 a 14 2 e 12 5 e 10 1 e 13 0 i 10 6 a 7 8 a 1000S e 13 1 e 10 1 e 13 4 i 10 9 a 7 10 a e 13 1 e 10 1 e 13 4 i 10 9 a 7 10 a 1000S e 13 2 e 10 1 e 13 5 i a 7 10 a 15 2 e 13 2 e 10 1 e 13 5 i a 7 10 a 1000S e 11 8 e 9 6 e 13 6 i 11 8 a 9 6 a 13 6 e 11 8 e 9 6 e 13 6 i 11 8 a 9 6 a 1000S e 14 0 e 11 5 e 16 2 i 14 0 i 11 5 a e 11 5 e 16 2 i 14 0 i 11 5 a 1000S e 12 6 e 10 2 e 14 5 a 12 6 a 10 2 a 14 5 e 12 6 e 10 2 e 14 5 a 12 6 a 10 2 a 1000S e e 12 1 e 17 1 i i a e 12 1 e 17 1 i i a 1000S e e e 18 4 i a 12 4 a 16 0 e 14 7 e 12 9 e 18 0 i a 12 4 a 1000S e e 13 0 e 18 5 i a 12 4 a 16 6 e 15 0 e 13 0 e 18 5 i a 12 4 a 1000S e 16 6 i 14 3 i 11 8 i e 16 6 i 14 3 i 11 8 i 1000S i 17 3 i 14 1 i i 16 9 i 14 1 i 1000S e 12 5 e 17 7 i 15 3 i 12 5 i e 12 5 e 17 7 i 15 3 i 12 5 i 1000S e 21 3 i 18 5 i 15 1 i i 17 6 i 15 1 i 1000S e 22 1 i 20 1 i i i 18 3 i i 1000S e i 20 2 i 16 6 i e 20 9 i i 16 5 i 1200S e 11 3 e 8 4 e 11 4 a 9 1 a 6 7 a 13 0 e 11 3 e 8 4 e 11 4 a 9 1 a 6 7 a 1200S e 12 6 e 8 4 e 12 2 a 9 9 a 6 8 a 15 3 e 12 6 e 8 4 e 12 2 a 9 9 a 6 8 a 1200S e 12 1 e 8 4 e 11 8 a 9 5 a 6 8 a e 12 1 e 8 4 e 11 8 a 9 5 a 6 8 a 1200S e 12 6 e 8 4 e 12 5 a 9 11 a 6 8 a e 12 6 e 8 4 e 12 5 a 9 11 a 6 8 a 1200S e 12 6 e 8 4 e 12 6 a 10 0 a 6 8 a 16 1 e 12 6 e 8 4 e 12 6 a 10 0 a 6 8 a 1200S e 12 6 e 8 4 e 12 8 a 10 0 a 6 8 a 16 7 e 12 6 e 8 4 e 12 8 a 10 0 a 6 8 a 1200S e 13 0 e 10 7 e 15 0 a 13 0 a 10 1 a 15 0 e 13 0 e 10 7 e 15 0 a 13 0 a 10 1 a 1200S e 15 6 e 12 8 e i i 11 2 a e 15 4 e 12 8 e i i 11 2 a 1200S e e 11 4 e 16 0 a a 10 6 a 16 0 e e 11 4 e 16 0 a a 10 6 a 1200S e 16 5 e 13 5 e i 15 5 a 11 6 a 17 7 e 16 0 e 13 5 e i 15 5 a 11 6 a 1200S e 16 6 e 13 6 e 19 0 i 15 6 a 11 7 a 18 4 e 16 6 e 13 6 e 19 0 i 15 6 a 11 7 a 1200S e 17 4 e 14 2 e 19 7 i 16 0 a a 19 1 e 17 4 e 14 2 e 19 7 i 16 0 a a 1200S e 13 2 e 18 7 i 16 1 i 13 2 a e 13 2 e 18 7 i 16 1 i 13 2 a 1200S e 22 3 i 19 3 i 15 9 i e 21 6 i 19 3 i 15 9 i 1200S e 17 2 e 14 0 e 19 9 i 17 2 i 14 0 a 19 9 e 17 2 e 14 0 e 19 9 i 17 2 i 14 0 a 1200S e 23 9 i 20 7 i 16 9 i e 22 4 i 20 4 i 16 9 i 1200S e 24 8 i 21 5 i 17 5 i e 23 3 i 21 1 i 17 5 i 1200S e 26 5 i 23 0 i 18 9 i e 24 0 i 21 9 i 18 9 i 1400S e 10 8 e 7 2 e 11 5 a 8 7 a 5 8 a 14 3 e 10 8 e 7 2 e 11 5 a 8 7 a 5 8 a 1400S e 10 8 e 7 2 e 11 5 a 8 7 a 5 8 a 14 3 e 10 8 e 7 2 e 11 5 a 8 7 a 5 8 a 1400S e 10 8 e 7 2 e 11 5 a 8 7 a 5 8 a 14 3 e 10 8 e 7 2 e 11 5 a 8 7 a 5 8 a 1400S e 10 8 e 7 2 e 11 5 a 8 7 a 5 8 a 14 3 e 10 8 e 7 2 e 11 5 a 8 7 a 5 8 a 1400S e e 13 9 e 18 0 i 14 7 a 10 9 a 19 1 e e 13 9 e 18 0 i 14 7 a 10 9 a 1400S e e 14 4 e 18 7 i 15 0 a 11 0 a e e 14 4 e 18 7 i 15 0 a 11 0 a 1400S e e 14 4 e 18 8 i 15 1 a 11 0 a 20 8 e e 14 4 e 18 8 i 15 1 a 11 0 a 1400S e 18 3 e 14 4 e i 15 2 a 11 1 a 21 0 e 18 3 e 14 4 e i 15 2 a 11 1 a 1400S e 17 3 e 24 5 i 21 1 i 17 3 i e 24 4 i 21 1 i 17 3 i 1400S e 18 4 e 26 0 i 22 6 i 18 4 i e 25 4 i 22 6 i 18 4 i 1400S e 19 1 e 27 0 i 23 4 i 19 1 a e 18 7 e 26 3 i 23 4 i 19 1 a 1400S e 19 8 e 27 9 i 24 1 i 19 8 a e 19 1 e 27 0 i 24 1 i 19 8 a 1. Spans based on Total Load deflection = L/240, Live Load deflection = L/360 or L/480 as listed. 2. For Two Equal Spans, listed span is the distance from end to interior support. 3. Alternate span live loading considered for Two Equal Span condition. 4. Where spans are noted e, web stiffeners are required at end reactions; i stiffeners required at interior supports; a stiffeners required at all supports. 5. Web crippling checks based on end and interior bearing length = 3.5 inches. 6. Web crippling and shear capacity have not been reduced for punch-outs. If web punch-outs occur near supports members must be checked for reduced shear and web crippling in accordance with the 2004 NASPEC. 7. Joists are assumed to be adequately braced to develop full allowable moment, Ma. 8. At interior supports of two-span conditions, joists must be braced to resist rotation. 43

44 BUILDSTRONG FLOOR ASSEMBLY DETAILS 1. Install mechanical bridging spaced at the following intervals: a. 5'-0" on center maximum for any 1-5/8" flanged components or less. b. 7'-0" on center maximum for all remaining member types 2. Proper attachment of diaphragm rated products, such as plywood or metal deck, will prevent rotation of the compression flange of the joists. These may be used in lieu of the installation of the top flat strap. Installation of these products and the balance of the mechanical bridging components must be completed before any loads are applied to the joists. 3. Install 16 gauge solid bridging in first two and last two joist spaces. Starting at third joist space, install bridging, top and bottom, extending for 10' 0" run. Follow with solid bridging in one space. 4. Repeat to completion, with each 10' 0" run of strap bridging followed by one space of solid bridging. (Based on calculations, additional rows of bridging may be required.) Note: Solid bridging shall not be less than 2" maximum reduction to section depth. 44

45 LIGHT GAUGE STRUCTURAL FRAMING & ACCESSORIES FLOOR ASSEMBLY DETAILS To develop adequate bearing strength for the loads shown in the joist span tables, each joist requires the following: For simple span conditions-a web stiffener at each end. For two span conditions-a web stiffener at each end plus single stiffener permissible in single story construction. For cantilevered conditions-a web stiffener at the ends plus a single stiffener at support adjacent to cantilever. 45

46 BUILDSTRONG CEILING SPAN TABLE L/240 4 psf 6 psf 13 psf Lateral Support of Compression Flange Lateral Support of Compression Flange Lateral Support of Compression Flange Unsupported Joist Spacing (in) o.c. Midspan Joist Spacing (in) o.c. Unsupported Joist Spacing (in) o.c. Midspan Joist Spacing (in) o.c. Unsupported Joist Spacing (in) o.c. Midspan Joist Spacing (in) o.c. Fy Section (ksi) S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S e 8 9 e 7 10 e 13 0 e e 10 5 e 8 6 e 7 10 e 6 11 e 11 6 e 10 5 e 8 11 e 6 9 e 6 2 e 5 6 e 8 7 e 7 8 e 6 5 e 400S S S S S S S S S S S S S S S S S S S S S e 11 6 e 10 4 e e 16 6 e 14 9 e 11 2 e 10 4 e 9 4 e e 14 9 e 13 2 e 9 2 e 8 5 e 7 7 e e e 10 4 e 600S S S S e 13 0 e 11 8 e 20 2 e 18 8 e 16 9 e 12 7 e 11 8 e 10 6 e 18 1 e 16 9 e 15 0 e 10 4 e 9 6 e 8 7 e 14 8 e 13 6 e e 600S S S S S Ceiling Span Table Notes 1. For unbraced sections, allowable moment based on NASPEC section C3.1.2 with KyLy = KtLt = listed span. For mid-span braced sections, allowable moment based on NASPEC C3.1.2 with KyLy = KtLt = (listed span)/2 2. For spans listed with e, web stiffeners are required at end reactions. 3. Web crippling calculation based on bearing length = 1 inch. 4. Web crippling and shear capacity have not been reduced for punchouts. If web punchouts occur near supports members must be checked for reduced shear and web crippling in accordance with the NASPEC. 5. Values are for simple span conditions. 46

47 LIGHT GAUGE STRUCTURAL FRAMING & ACCESSORIES CEILING SPAN TABLE L/360 4 psf 6 psf 13 psf Lateral Support of Compression Flange Lateral Support of Compression Flange Lateral Support of Compression Flange Unsupported Joist Spacing (in) o.c. Midspan Joist Spacing (in) o.c. Unsupported Joist Spacing (in) o.c. Midspan Joist Spacing (in) o.c. Unsupported Joist Spacing (in) o.c. Midspan Joist Spacing (in) o.c. Fy Section (ksi) S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S e 8 9 e 7 10 e 13 0 e e 10 5 e 8 6 e 7 10 e 6 11 e 11 6 e 10 5 e 8 11 e 6 9 e 6 2 e 5 6 e 8 7 e 7 8 e 6 5 e 400S S S S S S S S S S S S S S S S S S S S S e 11 6 e 10 4 e e 16 6 e 14 9 e 11 2 e 10 4 e 9 4 e e 14 9 e 13 2 e 9 2 e 8 5 e 7 7 e e e 10 4 e 600S S S S e 13 0 e 11 8 e 20 2 e 18 8 e 16 9 e 12 7 e 11 8 e 10 6 e 18 1 e 16 9 e 15 0 e 10 4 e 9 6 e 8 7 e 14 8 e 13 6 e e 600S S S S S Ceiling Span Table Notes 1. For unbraced sections, allowable moment based on NASPEC section C3.1.2 with KyLy = KtLt = listed span. For mid-span braced sections, allowable moment based on NASPEC C3.1.2 with KyLy = KtLt = (listed span)/2 2. For spans listed with e, web stiffeners are required at end reactions. 3. Web crippling calculation based on bearing length = 1 inch. 4. Web crippling and shear capacity have not been reduced for punchouts. If web punchouts occur near supports members must be checked for reduced shear and web crippling in accordance with the NASPEC. 5. Values are for simple span conditions. 47

48 BUILDSTRONG CHANNEL PROPERTIES (CRC) Cold-Rolled Channel 1. Fy = 33 ksi for all sections 2. Multiple span indicates two or more equal spans with channel continuous over interior supports 3. Bearing Lengths = Table values based on the compression flange laterally unbraced 5. Multiple spans are two or more equal spans with member continuous over interior supports 6. Based on minimum 1 bearing length interior and ends PHYSICAL/STRUCTURAL PROPERTIES FOR COLD ROLED (U) CHANNEL (CRC) Design Gross Effective Properties 33 ksi Section Thickness Area Weight Ix Rx Iy Ry Ix Sx Ma Va (in) (in2) (lb/ft) (in4) (in) (in4) (in) (in4) (in3) (in-k) (lb) 75U U U U Allowable U-Channel Ceiling Spans - L/240 4 psf 6 psf 13 psf 15 psf Channel Spacing (in) o.c. Channel Spacing (in) o.c. Section Channel Spacing (in) o.c. Channel Spacing (in) o.c. 75U050 Single Multiple Single U050 Multiple Single U050 Multiple Single U050 Multiple Allowable U-Channel Ceiling Spans - L/360 4 psf 6 psf 13 psf 15 psf Channel Spacing (in) o.c. Channel Spacing (in) o.c. Section Channel Spacing (in) o.c. Channel Spacing (in) o.c. 75U U U U050 Single Multiple Single Multiple Single Multiple Single Multiple Property Notes: 1. For Deflection calculations, use effective Ixx Span Notes: 1. Fy = 33 ksi for all sections 2. Multiple span indicates two or more equal spans with channel continuous over interior supports 3. Bearing Lengths = Allowable spans based on the compression flange laterally unbraced 48

49 LIGHT GAUGE STRUCTURAL FRAMING & ACCESSORIES CHANNEL PROPERTIES (DWFC) Drywall Furring Channel 1. Properties based on the 2004 NASPEC 2. Design thickness used for determination of properties. Minimum delivered thickness must be no less than 95% of design thickness. 3. For deflection calculations, use effective Ixx. Effective Ixx is based on Procedure 1 of the NASPEC 4. Calculations based on Yield Stength of 33 ksi. 5. Multiple spans are two or more equal spans with member continuous over interior supports 6. Based on minimum 1 bearing length interior and ends PHYSICAL/STRUCTURAL PROPERTIES FOR COLD ROLED (U) CHANNEL (CRC) Design Gross Properties Effective Properties Fy Thickness Area Weight Ix Rx Iy Ry Ix Sx Ma Section (ksi) (in) (in 2 ) (lb/ft) (in 4 ) (in) (in 4 ) (in) (in 4 ) (in 3 ) (Ft-lb) 087F F F F F F F F Allowable Spans - L/240 Deflection Limit 4.0 psf 6.0 psf 13.0 psf Section Spans F Single Multiple F Single Multiple F125 Single Multiple F125 Single Multiple F Single Multiple F Single Multiple F125 Single Multiple F125 Single Multiple Allowable Spans - L/360 Deflection Limit 4.0 psf 6.0 psf 13.0 psf Section Spans F Single Multiple F Single Multiple F125 Single Multiple F125 Single Multiple F Single Multiple F Single Multiple F125 Single Multiple F125 Single Multiple Notes: 1. Properties based on the 2001 NASPEC with the 2004 Supplement 2. Design thickness used for determination of properties. Minimum delivered thickness must be no less than 95% of design thickness. 3. For deflection calculations, use effective Ixx. Effective Ixx is based on Procedure 1 of the NASPEC 4. Multiple spans are two or more equal spans with member continuous over interior supports 5. Based on minimum 1 bearing length interior and ends. 6. Spans based on Yield Point, Fy as listed in section properties 49

50 BUILDSTRONG HEADER LOAD TABLES ALLOWABLE UNIFORM LOADS IN LB/FT Section Fy (ksi) Span (ft) S e 698.5e 539.3e 374.5e 210.7e 127.5e 73.8e 550S e e 789.1e 548.0e 308.2e 164.6e 95.3e 550S e e e 694.9e 390.9e 203.2e S e e e 940.5e 396.8e S e e e 878.5e 488.5e 250.1e S e e e e 488.5e S e 638.1e 479.1e 332.7e 187.1e 119.8e 78.3e 600S e 638.1e 510.5e 422.5e 237.7e 152.1e 90.7e 600S e 638.1e 510.5e 425.4e 255.8e 163.7e 104.1e 600S e e 679.3e 471.7e 265.4e 169.8e 103.2e 600S e e 889.6e 617.8e 347.5e 202.4e 117.1e 600S e e 919.6e 638.6e 359.2e 229.9e 135.7e 600S e e 967.4e 671.8e 377.9e 241.9e 155.9e 600S e e 877.1e 609.1e 342.6e 219.3e S e e e 861.5e 429.8e S e e e 783.9e 440.9e 250.0e 144.7e 600S e e e e 488.3e 250.0e S e e e 891.6e 501.5e 290.1e 167.9e 600S e e e e 566.7e 290.1e S e e e 848.0e 477.0e 305.3e 193.2e 600S e e e e 642.9e 329.1e S e e e 886.4e 498.6e 319.1e 215.9e 600S e e e e 685.3e 350.9e 203.1e 600S e e e 890.7e 501.0e 270.5e S e e e e 528.3e S e e e 992.0e 558.0e 308.1e S e e e e 601.7e S e e e e 633.7e 358.4e 207.4e 600S e e e e 700.0e S e e e e 683.9e 413.2e 239.1e 600S e e e e 806.3e 412.8e S e e e e 650.7e 416.4e 270.3e 600S e e e e 891.3e 456.3e S e e e e 715.0e S e e e e S e e e e 799.5e S e e e e S e e e e 906.1e 490.5e S e e e e 958.0e S e e e e e 567.8e S e e e e e S e e e e e 645.1e S e e e e e Header allowable uniform load table notes. 1. Deflection limit is L/ Allowable loads have not been modified for strength or deflection checks. 3. Headers consist of two members, boxed or back-to-back. 4. Allowable moment, shear, web crippling and moment of inertia are based on twice the value for a single member. 5. Web crippling check based on 1 inch end bearing. Where listed allowable loads are followed by e, web stiffeners are required. 6. Web crippling and shear checks are based on unpunched webs. If web punchouts occur near supportsmembers must be checked for reduced shear and web crippling in accordance with the NASPEC. 7. Members are assumed adequately braced to develop their full flexural strength. 8. Allowable loads are for simply supported headers with uniform bending loads only. 50

51 LIGHT GAUGE STRUCTURAL FRAMING & ACCESSORIES HEADER LOAD TABLES ALLOWABLE UNIFORM LOADS IN LB/FT Section Fy (ksi) Span (ft) S e 474.0e 379.2e 316.0e 237.0e 163.9e 113.8e 800S e 474.0e 379.2e 316.0e 237.0e 187.0e 129.9e 800S e 474.0e 379.2e 316.0e 237.0e 189.6e 149.3e 800S e e 840.9e 655.6e 368.8e 236.0e 163.9e 800S e e 840.9e 700.8e 419.6e 268.5e 186.5e 800S e e 840.9e 700.8e 525.6e 340.6e 236.5e 800S e e 840.9e 700.8e 525.6e 346.0e 240.3e 800S e e e 862.6e 485.2e 310.5e 215.6e 800S e e e e 675.5e 432.3e 251.6e 800S e e e 976.1e 549.1e 351.4e 244.0e 800S e e e e 766.5e 489.5e 283.3e 800S e e e e 744.8e 476.7e 331.0e 800S e e e e 934.7e 574.5e 332.5e 800S e e e e 704.6e 451.0e 313.2e 800S e e e e 951.2e 608.8e 373.2e 800S e e e e 734.9e 470.4e 326.6e 800S e e e e 957.5e 612.8e 397.7e 800S e e e e 634.4e 406.0e 281.9e 800S e e e e 915.9e 549.4e 317.9e 800S e e e e 715.1e 457.6e 317.8e 800S e e e e e 617.9e 357.6e 800S e e e e 943.5e 603.8e 411.8e 800S e e e e e 711.5e 411.8e 800S e e e e e 644.4e 447.5e 800S e e e e e 807.6e 467.4e 800S e e e e 955.4e 611.5e 424.6e 800S e e e e e 856.2e 510.0e 800S e e e e e 707.9e 434.9e 800S e e e e e 751.5e S e e e e e 777.0e 491.3e 800S e e e e e 849.0e S e e e e e 868.3e 566.7e 800S e e e e e 979.3e S e e e e e 960.9e 646.9e 800S e e e e e e 646.9e 800S e e e e e e 705.7e 800S e e e e e e 716.8e 1000S e 835.9e 668.7e 557.3e 418.0e 302.1e 209.8e 1000S e 835.9e 668.7e 557.3e 418.0e 334.4e 238.3e 1000S e 835.9e 668.7e 557.3e 418.0e 334.4e 269.0e 1000S e 835.9e 668.7e 557.3e 418.0e 334.4e 278.6e 1000S e e e e 628.2e 402.0e 279.2e 1000S e e e e 830.4e 554.3e 385.0e 1000S e e e e 708.8e 453.6e 315.0e 1000S e e e e 830.4e 627.5e 435.8e 1000S e e e e 816.7e 522.7e 363.0e 1000S e e e e 830.4e 664.3e 472.7e 1000S e e e e 830.4e 599.9e 416.6e 1000S e e e e 830.4e 664.3e 520.9e 1000S e e e e 830.4e 609.2e 423.1e 1000S e e e e 830.4e 664.3e 527.4e 1000S e e e e 835.2e 534.5e 371.2e 1000S e e e e e 761.8e 529.0e 1000S e e e e 937.0e 599.7e 416.5e 1000S e e e e e 860.1e 597.3e 1000S e e e e e 686.8e 477.0e 1000S e e e e e 966.2e 671.0e 1000S e e e e e 879.1e 610.5e 1000S e e e e e e 767.5e 1000S e e e e e 832.1e 577.9e 1000S e e e e e e 776.8e 1000S e e e e e 800.5e 555.9e 1000S e e e e e e 768.5e 1000S e e e e e 894.1e 620.9e 1000S e e e e e e 858.2e 1000S e e e e e e 707.6e 1000S e e e e e e 978.1e 1000S e e e e e e 911.2e 1000S e e e e e e e 1000S e e e e e e 957.3e 1000S e e e e e e e See Header Allowable Uniform Load Table Notes on Page 50 51

52 BUILDSTRONG HEADER LOAD TABLES ALLOWABLE UNIFORM LOADS IN LB/FT Section Fy (ksi) Span (ft) S e e e 918.2e 688.7e 493.4e 342.7e 1200S e e e 918.2e 688.7e 550.9e 459.1e 1200S e e e 918.2e 688.7e 550.9e 385.9e 1200S e e e 918.2e 688.7e 550.9e 459.1e 1200S e e e 918.2e 688.7e 550.9e 443.8e 1200S e e e 918.2e 688.7e 550.9e 459.1e 1200S e e e 918.2e 688.7e 550.9e 454.2e 1200S e e e 918.2e 688.7e 550.9e 459.1e 1200S e e e 918.2e 688.7e 550.9e 459.1e 1200S e e e 918.2e 688.7e 550.9e 459.1e 1200S e e e e e 663.5e 460.8e 1200S e e e e e 937.3e 650.9e 1200S e e e e e 742.1e 515.3e 1200S e e e e e e 733.3e 1200S e e e e e 847.2e 588.3e 1200S e e e e e e 821.4e 1200S e e e e e 921.1e 639.6e 1200S e e e e e e 833.7e 1200S e e e e e e 743.5e 1200S e e e e e e 919.6e 1200S e e e e e e 713.3e 1200S e e e e e e e 1200S e e e e e e 791.7e 1200S e e e e e e e 1200S e e e e e e 896.4e 1200S e e e e e e e 1200S e e e e e e e 1200S e e e e e e e 1200S e e e e e e e 1200S e e e e e e e 1400S e e 941.2e 784.4e 588.3e 470.6e 392.2e 1400S e e 941.2e 784.4e 588.3e 470.6e 392.2e 1400S e e 941.2e 784.4e 588.3e 470.6e 392.2e 1400S e e 941.2e 784.4e 588.3e 470.6e 392.2e 1400S e e e e e 945.8e 788.2e 1400S e e e e e 945.8e 788.2e 1400S e e e e e 945.8e 788.2e 1400S e e e e e 945.8e 788.2e 1400S e e e e e e e 1400S e e e e e e e 1400S e e e e e e e 1400S e e e e e e e See Header Allowable Uniform Load Table Notes on Page

53 LIGHT GAUGE STRUCTURAL FRAMING & ACCESSORIES FASTENING SYSTEMS SUGGESTED DESIGN LOADS FOR SCREW CONNECTIONS (LBS/SCREW) Steel Mils Thickness Design (in) Steel Properties No. 12 No. 10 No. 8 No. 6 Dia. = (in) Dia. = (in) Dia. = (in) Dia. = (in) Fy (ksi) Fu (ksi) Shear Pullout Shear Pullout Shear Pullout Shear Pullout SCREW TABLE NOTES 1. Minimum screw spacing and edge distance shall not be less than 3 x d. (d = Nominal screw diameter) 2. Screw capabilities are based on the steel properties of the connected members. 3. When connecting materials of different steel thicknesses or tensile strength (Fu), the lowest applicable values should be used. 4. The nominal strength of the screw must be at least 3.75 times the allowable loads. 5. Values include a safety factor of Applied loads may be multiplied by 0.75 for seismic or wind loading, per AISI A Penetration of screws through joined materials should not be less than 3 exposed threads. Screws should be installed and tightened in accordance with screw manufacturer's recommendations. Steel Mils Thickness Design (in) Steel Properties Nominal Allowable Fy (ksi) Fu (ksi) Weld Size Load (lb/in) / / / / / / / / / WELD TABLE NOTES 1. Weld capacities based on AISI, section E2 2. When connecting materials of different steel thicknesses or tensile strength (Fu), the lowest applicable values should be used. 3. Values include a 2.5 factor of safety. 4. Based on the minimum allowance load for fillet or flare groove welds, longitudinal or transverse loads. 5. Allowable loads based on E60xx electrodes. 6. For material less than or equal to.1242" thick, drawings show nominal weld size. For such material, the effective throat of the weld shall not be less than the thickness of the thinnest connected part. Values are suggested only. In structural or load bearing applications, always consult a professional design engineer for proper use of fasteners 53

54 BUILDSTRONG FASTENING SYSTEMS ALLOWABLE WORKING VALUES FOR LOW VELOCITY FASTENERS INTO STEEL (POUNDS) Catalog Number Series 1500, 1600 & 1900 Series Shank Drive Pins Ladd ceiling System Drive Pins 3300 Series Drive Pins Shank Diameter (inches Type of Shank Min. Edge Distance Min. Spacing Base Steel Thickness ( inches ) 3/16 1/4 3/8 Tension Shear Tension Shear Tension Shear.140 Smooth 1/ Smooth 3/4 1-1/2 137 NA 133 NA 132 NA.170 Smooth 5/8 1-1/ K Threaded Stud.205 Knurled 3/4 1-3/8 NA NA Holding values shown are for fastenings that have the entire pointed end of the fastener driven through the steel plate. 2. Holding values shown incorporate a 10 to 1 safety factor for tension and a 5 to 1 safety factor for shear. Wood or steel connecting members must be investigated separately. ALLOWABLE WORKING VALUES FOR LOW VELOCITY FASTENERS INTO STONE AGGREGATE CONCRETE (POUNDS) Catalog Number Serie 1506SM 1508SM Step Shank Drive Pin 1500, 1600 & 1900 Series Straight Shank Drive Pins 1524, 1524SD Drive Pins 3300 Series Drive Pins 9100 Series Threaded Studs 9100 Series Threaded Studs Shank Diameter (inches Penetration 3/ /4 3/ /4 1-1/ /4 1-1/4 1-1/2 13/16 1-1/16 1-1/4 1-1/2 Min. Edge Distance Min. Spacing Concrete Compressive Strength (psi) Tension Shear Tension Shear Tension Shear 55* * /8 3 NA * * ** 87** 134** 70* ** ** 99** 152** 115* ** * * * * Except as noted, values shown reflect an 8 to 1 safety factor 2. Values shown are for concrete at the designated strength and are for the fastener or clip system only. Wood, Steel, etc. connected members must be investigated separately. 3. Cyclic, fatigue or shock loads and other design criteria may require a different safety factor. 4. Job-site testing may be required to determine actual job-site values. * 10 to 1 safety factor used due to shallow embedment. ** Interpolated values. Values are suggested only. In structural or load bearing applications, always consult a professional design engineer for proper use of fasteners 54

55 LIGHT GAUGE STRUCTURAL FRAMING & ACCESSORIES ACCESSORIES (CLT) Custom Leg Track Widths: Multiple Sizes and Gauges available. Guage: Multiple Sizes available. (FS) Flat Strapping (WS) Web Stiffeners (BC) Bridge Clip Bridge Clip 55

56 BUILDSTRONG ACCESSORIES (RA) Rolled Angles (CA) Clip Angles 56

57 LIGHT GAUGE STRUCTURAL FRAMING & ACCESSORIES ARCHITECTURAL SPECIFICATION PART GENERAL PART PRODUCTS Summary Section includes axial and wind loaded steel stud exterior wall framing and bridging. The architect has provided engineering of exterior framed wall construction. References American Iron and Steel Institute AISI Residential Steel Framing Manual AISI SG3 Cold-Formed Steel Design Manual American Society of Civil Engineers (ASCE) Minimum design loads for buildings and other structures. ASTM International: ASTM A 653 Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process. ASTM C 955 Standard Specification for Load Bearing (Transverse and Axial) Steel Studs and Track. Design Requirements Exterior framed wall engineering provided by Architect. Submittals Section Submittal Procedures: Submittal requirements All material is to be supplied by Telling Industries, LLC. Product Data: All submittal data can be accessed on Telling Industries, LLC. Website, Quality Insurance Qualifications Installer: Company performing work to have a minimum of three years experience and approved by Telling Industries, LLC. Sequencing and Scheduling Deliver materials to allow for minimum storage time at project site. Coordinate delivery with scheduled time of installation Manufacturers A. All material to be supplied by Telling Industries, LLC Accessories A. All accessories to be supplied by Telling Industries, LLC Finishes A. Cold-Formed framing: Galvanized to a G60 coating class or equivalent. PART EXECUTION 3.01 Examination A. Verify substrate surfaces and primary building framing components are ready to receive work. B. It is the erecting contractor s responsibility to ensure that bearing criteria is met by work set by another trade. C. Verify rough in utilities are in proper location Erection (Non load bearing) A. Align floor and ceiling tracks; locate to layout and securely anchor to the supporting structure. B. Jack studs shall be installed below window sills, above door and window headers and elsewhere as required to provide support. C. Lateral bracing shall be provided by the use of wall sheathing and or cold rolled channel or strapping. D. Provisions for vertical movement of supporting structure shall be provided where indicated by architect Erection (Axially loaded walls) A. Track should be securely anchored to supporting structure. B. Complete, uniform and level bearing shall be provided for the bottom runner. C. Framing of openings shall include headers and support studs as required and as shown on contract and shop drawings. D. Diagonally braced walls shall be installed as shear walls where indicated for lateral load resistance and framing stability. E. Temporary bracing of walls shall be provided until erection is complete. F. Provisions for vertical movement of supporting structure shall be provided where indicated by architect Inspection A. Inspection shall be provided to assure strict conformance to shop drawings at all phases of construction. B. All members shall be checked for proper alignment, bearing, completeness of attachments, reinforcement, etc. C. General inspection of structure shall be completed prior to applying loads to these members. D. Inspections where and as required by local codes shall be controlled inspections. 57

58 BUILDSTRONG NOTES 58

59 LIGHT GAUGE STRUCTURAL FRAMING & ACCESSORIES NOTES 59

60 BUILDSTRONG Corporate Headquarters/Sales: 6272 Center St. Cleveland, Ohio Toll free: Phone: Fax: Web: buildstrong.com Operations and Sales: 2105 Larrick Road Cambridge, OH Phone: Fax: Toll free: Operations and Sales: 1400 Southwire Dr. Osceola, AR Phone: Fax: Toll free: Operations and Sales: 4425 Windrose Lane Kingman, AZ Contact: Cambridge, Ohio Sales Dept. Phone: Fax: Toll free: