Steel Framing Components Catalog

Transcription

1 Certified Manufacturer of Drywall & Structural Framing & Accessories Steel Framing Components Catalog Toll Free: Fax: Schmeman Warren, MI 8089

2 State Building Products, Inc. PRODUCT SPECS & CERTIFICATIONS General Product Information... - Accessories LEED Certification Drywall & Structural Framing Material Certifications NON-STRUCTURAL SECTION PROPERTIES ProSTUD Section Properties ProStud Web Crippling and Screw Connection Data ProTrak Section Properties Non-Structural Stud and Track Section Properties NON-STRUCTURAL WALL HEIGHTS ProStud Non-Composite Wall Heights ProStud Composite Wall Heights ProStud Ceiling Spans Non-Structural Wall Heights STRUCTURAL SECTION PROPERTIES Structural Stud Section Properties... - Structural Track Properties... - STRUCTURAL WALL HEIGHTS Structural Wall Heights STRUCTURAL ALLOWABLE LOAD TABLES Allowable Combined Bending & Axial Load FLOOR JOISTS Allowable Floor Joist Spans HAT AND U-CHANNELS Furring Channel Section Properties & Ceiling Spans U-Channel Section Properties & Ceiling Spans WEB CRIPPLING Web Crippling TABLE NOTES Table Notes MSDS

3 General Product Info PRODUCT IDENTIFICATION: State Building Products includes a four part identification code. This identifies the size (flange width, web depth), type and material thickness of each member. EXAMPLE: 00S-5 00 S 5 MEMBER DEPTH: TYPE: FLANGE/LEG: MATERIAL THICKNESS: (Example: = 00 x /00 inches) (Example: Stud or Joist section = S) (Example: ⅝ =.5 x /00 inches) (Example: 0.05 in. = 5 mils; mil = /000 inch) All member depths are taken in /00 inches. See Page 8 Note for track depth calculation method. The four alpha characters utilized by the identification code are: Sections S = Stud or Joist T = Track Sections PDS = ProSTUD PTS = ProTRAK All flange widths are taken in /00 inches. Material thickness is the minimum base metal thickness in mils. Minimum base metal thickness represents 95% of the design thickness. NOTE: For those sections where two different yield strengths ( ksi and 50 ksi) are shown, the yield strength used in the design, if greater than ksi, needs to be identified on the design and ordering of steel. ( i.e., 00S-5 (50 ksi) ) The data provided in this brochure is intended to serve as a guideline to the Architect or Engineer of record. Neither State Building Products nor their consultants shall be liable for incidental and consequential damages sustained by the owner, or the contractor. The Architect and Engineer of record should verify the accuracy of the properties and load tables. Our liability is expressly limited to replacement of defective goods. Any claim shall be deemed waived unless made in writing to us within thirty (0) days from date it was or reasonably should have been discovered.

4 General Product Info THICKNESS STEEL COMPONENTS Minimum Thickness (Mils) Design Thickness (In.) Inside Corner Radius (In.) DESIGN STIFFENING LIP LENGTH Reference Only Gauge No Drywall Structural Section Flange Width Design Stiffening Lip Length S5 ¼" 0.88 S ⅜" 0.5 S ⅝" S00 " 0.5 S50 ½" 0.5 S00 " 0.50 Y lx: Rx: ly: Ry: lx: Sx: Ma: Vag: Vanet: DEFINITION OF STRUCTURAL PROPERTY SYMBOLS GROSS PROPERTIES Moment of inertia of the gross section about the X-X axis (strong axis). Radius of gyration of the gross section about the X-X axis. Moment of inertia of the gross section about the Y-Y axis (weak axis). Radius of gyration of the gross section about the Y-Y axis. EFFECTIVE PROPERTIES Moment of inertia for deflection calculations based on "Procedure for Deflection Determination" of the NASPEC. Effective section modulus about X-X axis (strong axis) Stress = Fy. Allowable Bending Moment-Based on the effective section modulus including the strength increase from cold-work of forming (NASPEC A.) where applicable. Allowable shear of gross section away from punch outs. Allowable shear of net section at punchouts. x Y NASPEC: AISI "North American Specification for the Design of Cold-Formed Steel Structural Members 00 edition with 00 Supplement." x 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. m: Distance from the shear center to mid-plane of the web. Ro: Polar radius of gyration about centroidal principal axis. ß: -(Xo/Ro) GENERAL NOTES FOR TABLES :. The strength increase due to cold-work of forming was incorporated for flexual strength as applicable per NASPEC 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 of the NASPEC.. The yield stress ( ksi or 50 ksi) used to calculate the tabulated values are indicated in the tables.. When provided, factory punch outs will be located along the centerline of the webs of the members and will have a minimum center-to-center spacing of ". Calculations based on ¾" width punchouts for ½" and smaller members, ½" width for deeper members, and a maximum length = ½". The minimum distance between the end of the member and near edge of the web punch out = 0". 5. For those steels that have both and 50 ksi listings, if the design is based upon 50 ksi, the 50 ksi steel needs to be specified by the contractor/purchasers. (i.e., S-5 (50 ksi)).

5 Accessories RESILIENT CHANNEL RC- RC- Resilient channel is one of the most efficient low-cost methods developed to reduce transmission of airborne sound through partition and ceiling assemblies. Single (RC-) and double leg (RC-) channels are available in 5 Ga. Standard length is. Standard Gauges & Design Thickness 5 Ga = COLD ROLLED CHANNEL U CHANNEL CRC is a traditional bridging system that provides rigidity, prevents twisting and gives lateral support to constructed framework. CRC or U Channel is available in gauge corrosion resistant galvanized steel. The product is available in widths ¾ and ½. For bridging, ½ channel is utilized as the predominant size in bracing applications. Standard length is. Custom lengths are available upon request. See page 0 for properties & ceiling spans. Standard Gauge & Design Thickness 5U050-5 Ga = U050-5 Ga =

6 Accessories ANGLES Standard leg sizes are, ½", ", ½" &. Standard length is 0 but is also available in custom lengths. Angles are available in larger sizes, long and uneven legs and clip angles. Angles can also be made in varying degrees. Most custom applications require a detailed drawing at time of order. Standard Gauges & Design Thickness 5 Ga = Ga = Ga = 0.05 Ga = 0.05 Ga = 0.0 Ga = 0.0

7 Accessories FURRING CHANNEL /8" ½" ⅞" ½" Furring channel provides non combustible furring for interior and exterior walls. It is also used to level uneven surfaces. It is available in ⅞ and ½" depths, 5, 0, 8 and gauge. Standard length is. Other lengths are available. See page 8 & 9 for properties & ceiling spans. Standard Gauges & Design Thickness 5 Ga = Ga = Ga = Ga = 0.05 Ga = 0.05 Z FURRING Z-furring easily accommodates rigid insulation and provides for the attachment of gypsum wallboard, veneer or plaster to the interior of masonry walls. ¼ wide flange for easy screw attachment. Available in, ½", and ½" depth. Standard length 0. Custom sizes and lengths are available upon request. Standard Gauges & Design Thickness 5 Ga = Ga = Ga = 0.05

8 Accessories FLAT STRAP Flat Strap is a general multipurpose product that is used for backer plate to support shelves, cabinets, fixtures or handrails when applied to metal framing. Floor and ceiling runners must also be anchored securely to the structure. Flat Strap is also used for horizontal bracing, to utilize the stud s load carrying capacity, it must be installed at proper intervals. Standard sizes are,,,, 8, 0 and, standard length is 0. Custom sizes and lengths are available upon request. Note: Lateral bracing consists of a field-cut stud or track for solid blocking and steel strap bracing on both flanges of the studs. Standard Gauges & Design Thickness 0 Ga = Ga = 0.05 Ga = 0.05 Ga = 0.0 Ga = 0.0 8

9 LEED CERTIFICATION LEED is Leadership in Energy & Environmental Design. The LEED Green Building Rating System, as promulgated by the U.S. Green Building Council, aims to improve occupant well-being, environmental performance and economic returns of buildings using established and innovative practices, standards and technologies. State Building Products nonstructural and cold-formed metal framing products and accessories are manufactured from steel coil (00% by weight), a readily recyclable product containing a high percentage of recycled content.. % ost-consumer recycled content. % ost-industrial/ re-consumer recycled content. These calculations are based upon information provided by the Steel Recycling Institute. The methods for calculating the recycled content of steel produced by basic oxygen furnace and electric arc furnace were applied to our steel purchasing patterns. Using products manufactured by State Building Products can contribute to LEED points under the Materials & Resources category. Materials and Resources: LEED MR Credit Construction Waste Management (Possible points) LEED MR Credit Recycled Content (Possible points) LEED MR Credit 5 Regional Materials (Possible Points) For more information on your State Building Products project you can use our online form at or fax your LEED project information to Please call to speak with a representative. 9

10 Certification of Material CODE APPROVALS AND PERFORMANCE STANDARDS AISI North American Speci on for the Design of Cold-formed Steel Structural Members, 00 edi on with 00 supplement. Structura Framin Stan a s C955 Speci ca on for Load-Bearing Steel Studs, Runners (Tracks), and Bracing or Bridging for Screw Applica on of Gypsum Panel Products and Metal Plaster Bases C00 Standard Speci on for Installa on of Load Bearing Steel Studs and Related Accessories A00 Drywa Framin Stan a s A00 C5 C5 C00 E9 E E90 Standard Speci on for Steel Sheet, Carbon, Metallic and Nonmetallic-coated for Cold- Formed Framing Members such as but not limited to, studs, joists, purlins, girts and track. Standard Speci on for Nonstructural Steel Framing Members Standard Speci on for Installa on of Steel Framing Members to Receive Screw- ached Gypsum Panel Products Standard Speci on for Steel Self Piercing Tapping Screw for the Applica on of Gypsum Panel Products or Metal Plaster Bases to Wood Studs or Steel Studs Standard Test Methods for Fire Tests of Building Constru on and Materials Standard Test Methods of Condu ng Strength Tests of Panels for Building Constru on Standard Test Method for Laboratory Measurement of Airborne Sound Transmission Loss of Building Pa ons and Elements Protec ve Co n a s A9 A5 A Speci ca on for General Requirements for Steel Sheet, Metallic-Coated by the Hot-Dip Process Standard Speci on for Steel Sheet, Zinc Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process Standard Speci on for Steel Sheet, Aluminum-Coated, by the Hot-Dip Process A59 ALL PRODUCTS Zinc coated, MANUFACTURED light coa ng mass BY applica ons STATE BUILDING PRODUCTS MEET OR EXCEED THE APPLICABLE ASTM STANDARDS FOR OUR INDUSTRY AS LISTED ABOVE. MILL CERTIFICATIONS ARE AVAILABLE UPON REQUEST. 0

11 TRADITIONAL DRYWALL FRAMING Studs & Track Lead End STUD x WEB: ⅝, ½", ½" ⅝,, 5½", " y FB FB: Studs ¼ Track, ¼ ", ½" & " First Hole O / C ⅜ Gauges ¾ ½ DWo TRACK DWi x 5 (8 mils) ( mils) 0 (0 mils) 0-S ( mils) ksi: Yield Strength Custom sizes and lengths available. ⅜ ¾ / / / / ½" wide knockout in ½" and wider studs O / C / y FB ½" for flat steel only ¾" wide knockout in ⅝" studs only Custom hole placement available O / C STRUCTURAL FRAMING Lead End First Hole O / C WEB: ½", ½" ⅝,, 5½",, ¼", 8", 9¼",0", ", & " Flange : Studs: ⅜",⅝ ", ½" & " Track: ¼", ", ½", & " ½ J E JW FB y CS CN CSJ JW JWE JWEX x Wo ½ FLANGES TRACK Wi O / C x O / C Custom hole placement available. Fy: & 50 ksi Yield Strengths ksi is standard 50 ksi must be specified G0 Galvanized coatings standard G90 must be specified Custom sizes, lengths, and coatings available. y Gauges 0 ( mils) 8 ( mils) (5 mils) (8 mils) (9 mils) FB

12 CERTIFICATION OF MATERIAL ProSTUD & ProTRAK CODE APPROVALS AND PERFORMANCE STANDARDS AISI North American Speci on for the Design of Cold-formed Steel Structural Members, S00 00 ASTM American Society for Tes ng and Materials A5 A00 C5 C5 C00 E9 E E90 Standard Speci on for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process Standard Speci on for Steel Sheet, Carbon, Metallic and Nonmetallic-coated for Cold- Formed Framing Members Standard Speci on for Nonstructural Steel Framing Members Standard Speci on for Installa n of Steel Framing Members to Receive Screw-A ached Gypsum Panel Products Standard Speci on for Steel Self Piercing Tapping Screw for the Applica n of Gypsum Panel Products or Metal Plaster Bases to Wood Studs or Steel Studs Standard Test Methods for Fire Tests of Building Construc on and Materials Standard Test Methods of Condu ng Strength Tests of Panels for Building Constru on Standard Test Method for Laboratory Measurement of Airborne Sound Transmission Loss of Building Pa ns and Elements" ALL PRODUCTS MANUFACTURED BY STATE BUILDING PRODUCTS MEET OR EXCEED THE APPLICABLE ASTM STANDARDS FOR OUR INDUSTRY AS LISTED ABOVE. MILL CERTIFICATIONS ARE AVAILABLE UPON REQUEST. For more informa n on your State Building Products project you can use our Online Form at or fax your LEED Project informa n to Please call to speak to a representa ve.

13 ProSTUD & ProTRAK CONSTRUCTION ADVANTAGES DESIGN ADVANTAGES ProSTUD Web Widths: -5/8," -/," -/," -5/8,"," 5-/," and " Flange: -/" Return Lip: varies by stud size Standard Material Thicknesses: ProSTUD 5 / 5mil (5ga EQ ) 50ksi ProSTUD 0 / 9mil (0ga EQ ) 5ksi Non-Standard Material Thicknesses: ProSTUD 0XD / mil (0ga EQ) 5ksi ProSTUD 0MIL ksi ProSTUD MIL ksi All material G0 EQ (CP0 available as special order) ProSTUD Profile Shipping / Stacking Drywall Joint Gauges Return lips vary depending on stud size Low-pro le ange /8" Minimum edge distance ¾ / Diamondembossed web* ange locking of studs Flange grooves spaced at /8" O.C. ¾" wide knockout in Custom hole placement available ProTRAK *Except in -5/8" Web Widths: -5/8," -/," -/," -5/8,"," 5-/," and " Legs:," -/," -/,"," -/," and " Standard Material Thicknesses: ProTRAK 5 / 5mil (5ga EQ ) 50ksi ProTRAK 0 / 9mil (0ga EQ ) 50ksi Non-Standard Material Thicknesses: ProTRAK 0XD / mil (0ga EQ) 50ksi ProTRAK 0MIL ksi ProTRAK MIL ksi All material G0 EQ (CP0 available as special order)

14 ProSTUD ProSTUD Dimensions Member Minimum Thickness Design Thickness F y (ksi) F u (ksi) Web Depth Flange Width Return Lip PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS

15 ProSTUD ProSTUD Section Properties Member PDS5-5 Design Thickness F y (ksi) Gross Section Properties Effective Section Properties at Fy Torsional Properties Area Weight I x R x I y R y A e I x S x M a Va g Va net Jx000 C w X o R o (in ) (lb/ft) (in ) (in ) (in ) (in ) (in ) (in-lbs) (lb) (lb) (in ) (in ) PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS PDS Section Properties Table Notes - Calculated properties are based on AISI S00-0, North American Specification for Design of Cold-Formed Steel Structural Members. β L u - Effective properties incorporate the strength increase from the cold work of forming as applicable per AISI A.. - Tabulated gross properties including torsional properties are based on full-unreduced cross section of the studs, away from punchouts. - For deflection calculations, use the effective moment of inertia. - Allowable moment includes cold-work of forming. - Web depth for track sections is equal to the nominal height plus times the design thickness plus the bend radius. Hems on non-structural rack sections are ignored. - Allowable moment is taken as the lowest value based on local or distortional buckling. Distortional buckling strength is based on a k-phi = 0.. Web-height to thickness ratio exceeds 00.. Web-height to thickness ratio exceeds 0. 5

16 ProSTUD ProSTUD Allowable Web Crippling Loads (ProSTUD Non-Structural Drywall Studs) - Single Members (lbf) Design Yield Condition Condition Condition Condition Punchout Reductions Member Thickness Str Rc (EF) Rc (IF) PDS x <= x <=.0 50PDS x <= x <=.0 50PDS x <= x <=.0 PDS x <= x <=.0 00PDS x <= x <=.0 550PDS x <= x <=.0 00PDS x <= x <=.0 PDS x <= x <=.0 50PDS x <= x <=.0 50PDS x <= x <=.0 PDS x <= x <=.0 00PDS x <= x <=.0 550PDS x <= x <=.0 00PDS x <= x <=.0 PDS x <= x <=.0 50PDS x <= x <=.0 50PDS x <= x <=.0 PDS x <= x <=.0 00PDS x <= x <=.0 550PDS x <= x <=.0 00PDS x <= x <=.0 PDS x <= x <=.0 50PDS x <= x <=.0 50PDS x <= x <=.0 PDS x <= x <=.0 00PDS x <= x <=.0 550PDS x <= x <=.0 00PDS x <= x <=.0 PDS x <= x <=.0 50PDS x <= x <=.0 50PDS x <= x <=.0 PDS x <= x <=.0 00PDS x <= x <=.0 550PDS x <= x <=.0 00PDS x <= x <=.0

17 ProSTUD ProSTUD Allowable Web Crippling Loads (ProSTUD Non-Structural Drywall Studs) - Back-to-Back Members (lbf) Design Yield Condition Condition Condition Condition Punchout Reductions Member Thickness Str Rc (EF) Rc (IF) PDS x <= x <=.0 50PDS x <= x <=.0 50PDS x <= x <=.0 PDS x <= x <=.0 00PDS x <= x <=.0 550PDS x <= x <=.0 00PDS x <= x <=.0 PDS x <= x <=.0 50PDS x <= x <=.0 50PDS x <= x <=.0 PDS x <= x <=.0 00PDS x <= x <=.0 550PDS x <= x <=.0 00PDS x <= x <=.0 PDS x <= x <=.0 50PDS x <= x <=.0 50PDS x <= x <=.0 PDS x <= x <=.0 00PDS x <= x <=.0 550PDS x <= x <=.0 00PDS x <= x <=.0 PDS x <= x <=.0 50PDS x <= x <=.0 50PDS x <= x <=.0 PDS x <= x <=.0 00PDS x <= x <=.0 550PDS x <= x <=.0 00PDS x <= x <=.0 PDS x <= x <=.0 50PDS x <= x <=.0 50PDS x <= x <=.0 PDS x <= x <=.0 00PDS x <= x <=.0 550PDS x <= x <=.0 00PDS x <= x <=.0 Web Crippling Capacity Table Notes: - For punchout reductions, x = nearest distance between web hole and edge of bearing.. Web-height to thickness ratio, h/t, exceeds 00. Web-height to thickness ratio, h/t, exceeds 0. Bearing length to thickness ratio, N/t, exceeds 0. Bearing length to web height ratio, N/h, exceeds

18 ProSTUD ProSTUD Allowable Screw Connection Designation Thickness, Mils Design Thickness Yield Ultimate # Screw (0.8" Dia, 5/" Head) # Screw (0.5" Dia, 5/" Head) #8 Screw (0." Dia, 5/" Head) Shear, lbs -Side -Side Pullout, lbs Shear, lbs -Side -Side Pullout, lbs Shear, lbs -Side -Side Pullout, lbs PDS PDS PDS PDS PDS Designation Thickness, Mils Design Thickness Yield Ultimate #0 Screw (0.90" Dia, 0." Head) # Screw (0." Dia, 0." Head) /" Screw (0.50" Dia, 0.09" Head) Shear, lbs -Side -Side Pullout, lbs Shear, lbs -Side -Side Pullout, lbs Shear, lbs -Side -Side Pullout, lbs PDS PDS PDS PDS PDS Screw Capacity Table Notes: - Allowable screw connection capacities are based on Section E of the AISI S00-0 Specification. - When connecting materials of different steel thickness or tensile strengths, use the lowest values. Tabulated values assume two sheets of equal thickness are connected. - Screw shear and tension capacities were developed using published screw manufacturer data and evaluation reports available at the time of publication. - Screw capacities are based on Allowable Strength Design (ASD) and include a safety factor of.0. - When multiple fasteners are used, screws are assumed to have a center-to-center spacing of at least times the nominal diameter (d). - Screws are assumed to have a center-of-screw to edge-of-steel dimension of at least.5 times the nominal diameter (d) of the screw. - Tension capacity is based on the lesser of pullout capacity in sheet closest to screw tip, or pullover capacity for sheet closest to screw head (using head diameter). - Screw capacities are governed by a conservative estimate of screw capacity, not by sheet steel failure. - For higher screw capacities, especially for screw strength, use specific screws from specific manufacturer. See manufacturer's data for specific allowable values and installation instructions. 8

19 ProTRAK ProTRAK Section Properties Member Design Thickness F y (ksi) Gross Section Properties Effective Section Properties at Fy Torsional Properties Area Weight I x R x I y R y A e I x S x M a Va g Jx000 C w X o R o (in ) (lb/ft) (in ) (in ) (in ) (in ) (in ) (in-lbs) (lb) (in ) (in ) PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT β 00PDT

20 ProTRAK ProTRAK Section Properties Member Design Thickness F y (ksi) Gross Section Properties Effective Section Properties at Fy Torsional Properties (in ) (lb/ft) (in ) (in ) (in ) (in ) (in ) (in-lbs) (lb) (in ) (in ) PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT β 0

21 ProTRAK ProTRAK Section Properties Member Design Thickness F y (ksi) Gross Section Properties Effective Section Properties at Fy Torsional Properties Area Weight I x R x I y R y A e I x S x M a Va g Jx000 C w X o R o (in ) (lb/ft) (in ) (in ) (in ) (in ) (in ) (in-lbs) (lb) (in ) (in ) PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT β 00PDT

22 ProTRAK ProTRAK Section Properties Member Design Thickness Area Weight I x R x I y R y A e I x S x M a Va g Jx000 C w X o R o F y (ksi) (in ) (lb/ft) (in ) (in ) (in ) (in ) (in ) (in-lbs) (lb) (in ) (in ) β PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT

23 ProTRAK ProTRAK Section Properties Member Design F Area y Weight I x R x I y R y A e I x S x M a Va g Jx000 C w X o R o β 50PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT PDT Section Properties Table Notes - Calculated properties are based on AISI S00-0, North American Specification for Design of Cold-Formed Steel Structural Members. - Effective properties incorporate the strength increase from the cold work of forming as applicable per AISI A.. - Tabulated gross properties including torsional properties are based on full-unreduced cross section of the tracks. - For deflection calculations, use the effective moment of inertia. - Allowable moment includes cold-work of forming. - Web depth for track sections is equal to the nominal height plus times the design thickness plus the bend radius. Hems on non-structural track sections are ignored.. Web-height to thickness ratio exceeds 00.. Web-height to thickness ratio exceeds 0.

24 ProTRAK ProTRAK Allowable Lateral Loads and Wall Heights Deflection Track System t, in Fy, psi " Leg Track with /" Gap -/" Leg Track with /" Gap " Leg Track with " Gap Allowable Load Limiting Wall Height Allowable Load Limiting Wall Height Allowable Load Limiting Wall Height ProTRAK ' 8'' ' '' 8 5' '' ProTRAK ' '' 8 ' 5'' 9 8' '' ProTRAK ' '' 5 5' 5'' 8 ' '' ProTRAK ' '' 8' '' ' 9'' ProTRAK ' 0'' 5 ' '' 5 ' '' Notes: - Limiting wall heights are based on studs spaced at " O.C. and an interior lateral load of 5psf. - Stud members must be analyzed independently of the track system.

25 Allowable Combined Section Bending Properties & Axial Non-Structural Stud Member Design t Area (in ) Weight (lb/ft) lx (in ) Gross Effective Properties ksi Torsional Properties Sx (in ) Rx ly (in ) Ry lx (in ) Sx (in ) Ma (in-k) Vag (lb) Vanet (lb) Jx000 (in ) Cw (in ) Xo m Ro Beta S S S S S S S S S S S S S S S S S5-8,* S S S Web-height to thickness ratio exceeds 00. Web Stiffeners are required at all support points and concentrated loads. * Section exceeds web height to width limit, only gross properties available. 5 Table Notes on Page 9-9

26 Section Properties Non-Structural Track Member Design Gross Effective Properties ksi Torsional Properties t Area (in ) Weight (lb/ft) lx (in ) Sx (in ) Rx ly (in ) Ry lx (in ) Sx (in ) Ma (in-k) Vag (lb) Jx000 (in ) Cw (in ) Xo m Ro Beta T T T T T T T T T T T T T T T T T ZT T T T T T T T T T T T T T T T T00-8,* T T T T T T T Web-height to thickness ratio exceeds 00. Web Stiffeners are required at all support points and concentrated loads. * Section exceeds web height to width limit, only gross properties available. Table Notes on Pages 9-9

27 ProSTUD ProSTUD Non-Composite Limiting Heights - Fully Braced Member Design Thickness Yield Strength (ksi) Spacing o/c Lateral Load (psf) Depth 5 PSF.5 PSF 0 PSF L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 PDS '-'' '-'' '-'' 8'-0'' '-'' 5'-'' '-'' 5'-9'' 5'-'' 5'-8'' 5'-'' '-5'' PDS5-5 -5/8" '-'' '-8'' 5'-9'' '-'' 5'-9'' 5'-'' '-0'' 5'-'' '-'' '-'' '-'' '-0'' PDS '-'' 5'-9'' 5'-'' 5'-8'' 5'-'' '-5'' '-'' '-'' '-0'' '-0'' '-0'' '-'' 50PDS '-8'' 0'-'' 8'-'' 0'-'' 8'-'' '-9'' 8'-'' 8'-'' '-'' '-'' '-'' '-'' 50PDS5-5 -/" '-'' 9'-'' 8'-'' 8'-'' 8'-'' '-'' '-9'' '-'' '-5'' '-'' '-'' 5'-'' 50PDS '-'' 8'-'' '-'' '-'' '-'' '-'' '-'' '-'' 5'-'' '-'' (5'-'') '-'' (5'-'') '-'' ('-'') 50PDS '-9'' '-'' '-'' '-0'' '-'' 0'-'' 0'-5'' 0'-5'' 9'-'' '-5'' (8'-'') '-5'' (8'-'') '-5'' (8'-0'') 50PDS5-5 -/" '-9'' '-0'' 0'-'' 0'-5'' 0'-5'' 9'-'' 8'-'' (9'-0'') 8'-'' (9'-0'') 8'-'' (8'-'') 5'-'' ('-'') 5'-'' ('-'') 5'-'' ('-'') 50PDS '-5'' 0'-5'' 9'-'' '-5'' (8'-'') '-5'' (8'-'') '-5'' (8'-0'') 5'-'' ('-'') 5'-'' ('-'') 5'-'' ('-'') '-8'' ('-0'') '-8'' ('-0'') '-8'' ('-0'') PDS '-0'' '-'' '-0'' '-'' '-0'' 0'-'' 0'-'' (0'-'') 0'-'' (0'-'') 9'-5'' '-'' (8'-8'') '-'' (8'-8'') '-'' (8'-'') PDS5-5 -5/8" '-0'' '-'' 0'-9'' 0'-'' (0'-'') 0'-'' (0'-'') 9'-5'' '-'' (9'-'') '-'' (9'-'') '-'' (8'-'') 5'-'' ('-'') 5'-'' ('-'') 5'-'' ('-5'') PDS '-'' (0'-'') 0'-'' (0'-'') 9'-5'' '-'' (8'-8'') '-'' (8'-8'') '-'' (8'-'') 5'-'' ('-'') 5'-'' ('-'') 5'-'' ('-5'') '-'' ('-'') '-'' ('-'') '-'' ('-'') 00PDS '-9'' '-'' '-8'' '-'' ('-'') '-'' ('-8'') '-'' 9'-'' ('-'') 9'-'' ('-'') 9'-'' (0'-'') '-'' (9'-'') '-'' (9'-'') '-'' (8'-9'') 00PDS5-5 " '-8'' '-'' '-'' 9'-'' ('-'') 9'-'' ('-'') 9'-'' (0'-'') '-0'' (9'-8'') '-0'' (9'-8'') '-0'' (9'-'') '-8'' ('-'') '-8'' ('-'') '-8'' ('-'') 00PDS '-'' ('-'') 9'-'' ('-'') 9'-'' (0'-'') '-'' (9'-'') '-'' (9'-'') '-'' (8'-9'') '-8'' ('-'') '-8'' ('-'') '-8'' ('-'') '-'' ('-0'') '-'' ('-0'') '-'' ('-0'') PDS '-'' '-0'' '-0'' 8'-8'' '-0'' '-0'' '-0'' '-'' 5'-5'' '-0'' 5'-5'' '-9'' PDS5-9 -5/8" '-0'' '-'' '-'' '-0'' '-'' 5'-5'' '-'' 5'-8'' '-'' '-'' '-'' '-'' PDS '-0'' '-'' 5'-5'' '-0'' 5'-5'' '-9'' '-'' '-'' '-'' 5'-'' '-'' '-9'' 50PDS '-0'' '-'' 9'-8'' '-'' 9'-8'' 8'-'' '-'' 8'-0'' '-8'' 9'-8'' '-8'' '-9'' 50PDS5-9 -/" '-8'' 0'-'' 8'-0'' '-'' 8'-0'' '-8'' 0'-'' 8'-0'' '-0'' 8'-5'' '-0'' '-'' 50PDS '-'' 8'-0'' '-8'' 9'-8'' '-8'' '-9'' 8'-5'' '-0'' '-'' '-0'' '-'' 5'-'' 50PDS '-'' '-'' '-8'' '-0'' '-8'' '-'' '-'' '-'' 0'-'' '-'' 0'-'' 8'-0'' 50PDS5-9 -/" '-'' '-'' '-'' '-'' '-'' 0'-'' '-'' 0'-'' 9'-'' 0'-0'' 9'-'' 8'-0'' 50PDS '-'' '-'' 0'-'' '-'' 0'-'' 8'-0'' 0'-0'' 9'-'' 8'-0'' 8'-'' 8'-0'' '-0'' PDS '-0'' '-'' '-0'' '-5'' '-0'' '-5'' '-5'' '-0'' 0'-'' '-9'' 0'-'' 9'-0'' PDS5-9 -5/8" '-'' '-'' '-0'' '-5'' '-0'' 0'-'' '-5'' 0'-9'' 9'-5'' 0'-'' 9'-5'' 8'-'' PDS '-5'' '-0'' 0'-'' '-9'' 0'-'' 9'-0'' 0'-'' 9'-5'' 8'-'' 8'-'' (8'-'') 8'-'' (8'-'') '-'' 00PDS '-'' '-'' '-0'' '-8'' '-0'' '-'' 5'-'' '-9'' '-'' '-'' '-'' 9'-9'' 00PDS5-9 " '-5'' '-'' '-9'' 5'-'' '-9'' '-'' '-'' '-'' 0'-'' 0'-0'' 0'-'' 8'-0'' 00PDS '-'' '-9'' '-'' '-'' '-'' 9'-9'' 0'-0'' 0'-'' 8'-0'' 8'-0'' 8'-0'' '-9'' PDS '-'' 8'-'' '-'' 9'-'' '-'' '-'' 8'-'' '-'' 5'-9'' '-'' 5'-9'' 5'-0'' PDS5- -5/8" '-'' '-'' '-'' 8'-'' '-'' 5'-9'' '-'' '-0'' 5'-'' '-'' 5'-'' '-'' PDS '-'' '-'' 5'-9'' '-'' 5'-9'' 5'-0'' '-'' 5'-'' '-'' 5'-5'' '-'' '-0'' 50PDS '-'' '-'' 0'-0'' '-8'' 0'-0'' 8'-9'' '-'' 9'-'' '-'' 9'-'' '-'' '-'' 50PDS5- -/" '-'' 0'-5'' 9'-'' '-'' 9'-'' '-'' 0'-5'' 8'-'' '-'' 8'-'' '-'' '-'' 50PDS '-'' 9'-'' '-'' 9'-'' '-'' '-'' 8'-'' '-'' '-'' '-0'' '-'' 5'-'' 50PDS '-0'' 5'-0'' '-'' '-'' '-'' '-5'' '-'' '-'' 0'-5'' '-'' 0'-5'' 9'-'' 50PDS5- -/" '-'' '-'' '-'' '-'' '-'' 0'-5'' '-'' 0'-0'' 9'-5'' 0'-0'' 9'-5'' 8'-'' 50PDS '-'' '-'' 0'-5'' '-'' 0'-5'' 9'-'' 0'-0'' 9'-5'' 8'-'' 8'-'' 8'-'' '-'' PDS '-5'' 5'-5'' '-5'' '-8'' '-5'' '-9'' '-5'' '-'' 0'-8'' '-9'' 0'-8'' 9'-'' PDS5- -5/8" '-8'' '-0'' '-'' '-5'' '-'' 0'-8'' '-'' '-'' 9'-8'' 0'-'' 9'-8'' 8'-'' PDS '-5'' '-'' 0'-8'' '-9'' 0'-8'' 9'-'' 0'-'' 9'-8'' 8'-'' 8'-'' 8'-'' '-5'' 00PDS '-0'' '-8'' '-'' '-'' '-'' '-9'' 5'-'' '-'' '-'' '-5'' '-'' 0'-'' 00PDS5- " '-'' 5'-'' '-'' 5'-'' '-'' '-'' '-'' '-0'' 0'-'' 0'-9'' 0'-'' 9'-'' 00PDS '-'' '-'' '-'' '-5'' '-'' 0'-'' 0'-9'' 0'-'' 9'-'' 8'-9'' 8'-9'' 8'-0'' 550PDS '-9'' 0'-9'' 8'-'' '-0'' 8'-'' 5'-0'' 8'-'' '-'' '-5'' '-0'' '-5'' '-'' 550PDS5-5-/" '-'' 8'-0'' '-'' 8'-'' '-'' '-5'' 5'-9'' '-'' '-'' '-'' ('-0'') '-'' ('-0'') '-'' ('-5'') 550PDS '-'' '-'' '-5'' '-0'' '-5'' '-'' '-'' ('-0'') '-'' ('-0'') '-'' ('-5'') '-'' (0'-'') '-'' (0'-'') '-'' (0'-0'') 00PDS '-0'' '-'' 9'-'' '-'' 9'-'' '-'' 9'-0'' '-'' 5'-'' '-'' (5'-'') '-'' (5'-'') '-5'' 00PDS5- " '-'' 0'-'' '-'' 9'-0'' '-'' 5'-'' 5'-'' ('-5'') 5'-'' ('-0'') '-0'' 0'-'' ('-5'') 0'-'' ('-5'') 0'-'' ('-'') 00PDS '-0'' '-'' 5'-'' '-'' (5'-'') '-'' (5'-'') '-5'' 0'-'' ('-5'') 0'-'' ('-5'') 0'-'' ('-'') '-9'' ('-0'') '-9'' ('-0'') '-9'' (0'-8'') 5 PSF

28 ProSTUD ProSTUD Non-Composite Limiting Heights - Fully Braced Member Depth Design Thickness Yield Strength (ksi) Spacing o/c 5 PSF.5 PSF Lateral Load (psf) L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 PDS '-0'' 9'-5'' 8'-'' 0'-'' 8'-'' '-'' 9'-5'' '-'' '-'' '-8'' '-'' 5'-8'' PDS5-0 -5/8" 0.0 0'-9'' 8'-'' '-'' 9'-5'' '-'' '-'' 8'-'' '-9'' 5'-'' '-8'' 5'-'' 5'-'' PDS '-5'' '-'' '-'' '-8'' '-'' 5'-8'' '-8'' 5'-'' 5'-'' 5'-5'' 5'-'' '-'' 50PDS '-5'' '-0'' '-'' '-'' '-'' 9'-'' '-'' 0'-'' 9'-0'' 0'-'' 9'-0'' '-'' 50PDS5-0 -/" 0.0 '-'' '-0'' 0'-'' '-'' 0'-'' 9'-0'' 0'-0'' 9'-5'' 8'-'' 8'-0'' 8'-'' '-'' 50PDS '-'' 0'-'' 9'-0'' 0'-'' 9'-0'' '-'' 8'-0'' 8'-'' '-'' '-'' '-'' '-'' 50PDS '-9'' '-0'' '-9'' '-'' '-9'' '-0'' '-8'' '-'' '-8'' '-0'' '-8'' 0'-'' 50PDS5-0 -/" 0.0 8'-0'' 5'-'' '-'' '-8'' '-'' '-8'' '-9'' '-'' 0'-'' 0'-5'' 0'-5'' 9'-'' 50PDS '-8'' '-'' '-8'' '-0'' '-8'' 0'-'' 0'-5'' 0'-5'' 9'-'' 8'-'' 8'-'' 8'-'' PDS '-'' '-'' 5'-'' '-'' 5'-'' '-'' 5'-0'' '-9'' '-0'' '-'' '-0'' 0'-'' PDS5-0 -5/8" 0.0 8'-'' 5'-9'' '-9'' 5'-0'' '-9'' '-0'' '-'' '-'' 0'-'' 0'-'' 0'-'' 9'-'' PDS '-0'' '-9'' '-0'' '-'' '-0'' 0'-'' 0'-'' 0'-'' 9'-'' 8'-8'' 8'-8'' 8'-'' 00PDS '-'' 8'-8'' '-'' 8'-'' '-'' '-'' 5'-9'' '-0'' '-0'' '-'' '-'' '-'' 00PDS5-0 " 0.0 9'-'' '-0'' '-0'' 5'-9'' '-0'' '-0'' '-8'' '-'' '-9'' '-'' '-'' 0'-'' 00PDS '-9'' '-0'' '-0'' '-'' '-'' '-'' '-'' '-'' 0'-'' 9'-'' 9'-'' 9'-0'' 550PDS '-'' '-'' 0'-'' '-'' 0'-'' 8'-'' 9'-'' 9'-0'' '-'' 5'-8'' 5'-8'' '-'' 550PDS5-0 5-/" 0.0 '-'' '-9'' 9'-0'' 9'-'' 9'-0'' '-'' '-8'' '-8'' 5'-'' '-'' '-'' '-'' 550PDS '-'' 9'-0'' '-'' 5'-8'' 5'-8'' '-'' '-'' '-'' '-'' '-'' '-'' '-'' 00PDS '-'' 5'-'' '-'' '-'' '-'' 9'-'' 0'-'' 0'-'' '-9'' '-'' '-'' 5'-'' 00PDS5-0 " 0.0 '-'' '-'' 0'-'' 0'-'' 0'-'' '-9'' '-'' '-'' '-'' '-'' '-'' '-'' 00PDS '-'' 0'-'' '-9'' '-'' '-'' 5'-'' '-'' '-'' '-'' '-'' '-'' '-'' PDS5-0.0 '-'' 9'-9'' 8'-'' 0'-8'' 8'-'' '-5'' 9'-9'' '-9'' '-9'' 8'-'' '-9'' 5'-'' PDS5- -5/8" 0.0 '-'' 8'-0'' '-9'' 9'-9'' '-9'' '-9'' 8'-9'' '-0'' '-'' '-'' '-'' 5'-'' PDS '-9'' '-9'' '-9'' 8'-'' '-9'' 5'-'' '-'' '-'' 5'-'' 5'-0'' 5'-'' '-8'' 50PDS5-0.0 '-'' '-5'' '-9'' '-0'' '-9'' 0'-'' '-5'' 0'-8'' 9'-'' 0'-'' 9'-'' 8'-'' 50PDS5- -/" 0.0 5'-5'' '-'' 0'-8'' '-5'' 0'-8'' 9'-'' '-'' 9'-8'' 8'-'' 9'-'' 8'-'' '-5'' 50PDS5-0.0 '-5'' 0'-8'' 9'-'' 0'-'' 9'-'' 8'-'' 9'-'' 8'-'' '-5'' '-9'' '-5'' '-'' 50PDS5-0.0 '-0'' '-5'' 5'-'' 8'-'' 5'-'' '-'' 5'-'' '-0'' '-'' '-0'' '-'' 0'-'' 50PDS5- -/" 0.0 9'-'' 5'-0'' '-0'' 5'-'' '-0'' '-'' '-9'' '-'' '-0'' '-'' '-0'' 9'-'' 50PDS '-'' '-0'' '-'' '-0'' '-'' 0'-'' '-'' '-0'' 9'-'' 9'-'' 9'-'' 8'-5'' PDS5-0.0 '-'' '-'' 5'-8'' 8'-9'' 5'-8'' '-8'' '-'' '-'' '-5'' '-'' '-5'' 0'-0'' PDS5- -5/8" 0.0 9'-0'' '-'' '-'' '-'' '-'' '-5'' '-0'' '-'' '-'' '-'' '-'' 9'-0'' PDS5-0.0 '-'' '-'' '-5'' '-'' '-5'' 0'-0'' '-'' '-'' 9'-0'' 9'-'' 9'-'' 8'-'' 00PDS5-0.0 '-'' 9'-'' '-'' 9'-9'' '-'' '-9'' '-'' 5'-'' '-5'' '-0'' '-5'' '-9'' 00PDS5- " 0.0 '-0'' '-'' 5'-'' '-'' 5'-'' '-5'' '-0'' '-'' '-'' '-'' '-'' 0'-8'' 00PDS5-0.0 '-'' 5'-'' '-5'' '-0'' '-5'' '-9'' '-'' '-'' 0'-8'' 9'-'' 9'-'' 9'-'' 550PDS '-'' '-0'' '-8'' '-'' '-8'' 8'-'' 0'-9'' 9'-8'' '-'' '-'' '-'' 5'-0'' 550PDS5-5-/" 0.0 5'-5'' '-'' 9'-8'' 0'-9'' 9'-8'' '-'' '-'' '-'' 5'-8'' '-8'' '-8'' '-8'' 550PDS '-9'' 9'-8'' '-'' '-'' '-'' 5'-0'' '-8'' '-8'' '-8'' '-0'' '-0'' '-'' 00PDS '-'' '-'' '-'' 5'-0'' '-'' 0'-'' '-8'' '-'' 8'-5'' '-8'' '-8'' '-'' 00PDS5- " 0.0 '-'' '-'' '-'' '-8'' '-'' 8'-5'' 8'-9'' 8'-9'' '-9'' 5'-'' 5'-'' '-'' 00PDS5-0.0 '-8'' '-'' 8'-5'' '-8'' '-8'' '-'' 5'-'' 5'-'' '-'' '-'' '-'' '-'' 0 PSF 5 PSF Fully Braced Non-Composite Limiting Heights Table Notes - Heights are based on 00 North American Specification S00-0 using steel properties alone. - Above listed Non-Composite Limiting Heights is applicable when the unbraced length is less than or equal to L u. - Heights not in parentheses are limited by moment, deflection, shear, and web crippling (assuming " end reaction bearing). - Heights in parentheses are limited by moment, deflection, and shear, and require end bearing stiffeners in order to achieve the indicated height.. Depth over thickness (h/t) ratio is greater than 00. 8

29 ProSTUD ProSTUD Non-Composite Limiting Heights - 8" o.c. Bracing Member Depth Design Thickness Yield Strength (ksi) Spacing o/c Lateral Load (psf) 5 PSF.5 PSF 0 PSF L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 PDS '-'' '-'' '-'' '-'' '-'' 5'-'' 5'-9'' 5'-9'' 5'-'' '-8'' '-8'' '-5'' PDS5-5 -5/8" '-0'' '-8'' 5'-9'' 5'-9'' 5'-9'' 5'-'' '-'' '-'' '-'' '-0'' '-0'' '-0'' PDS '-9'' 5'-9'' 5'-'' '-8'' '-8'' '-5'' '-0'' '-0'' '-0'' '-'' '-'' '-'' 50PDS '-5'' 0'-'' 8'-'' 8'-'' 8'-'' '-9'' '-'' '-'' '-'' '-0'' '-0'' '-0'' 50PDS5-5 -/" '-0'' 9'-0'' 8'-'' '-'' '-'' '-'' '-5'' '-5'' '-5'' 5'-'' 5'-'' 5'-'' 50PDS '-'' '-'' '-'' '-0'' '-0'' '-0'' 5'-'' 5'-'' 5'-'' '-'' ('-'') '-'' ('-'') '-'' ('-'') 50PDS '-'' '-'' '-'' 9'-'' 9'-'' 9'-'' 8'-'' 8'-'' 8'-'' '-0'' '-0'' '-0'' 50PDS5-5 -/" '-'' 0'-'' 0'-'' 8'-'' 8'-'' 8'-'' '-5'' '-5'' '-5'' 5'-'' ('-'') 5'-'' ('-'') 5'-'' ('-'') 50PDS '-'' 8'-'' 8'-'' '-0'' '-0'' '-0'' 5'-'' ('-'') 5'-'' ('-'') 5'-'' ('-'') '-8'' (5'-0'') '-8'' (5'-0'') '-8'' (5'-0'') PDS '-5'' '-5'' '-0'' 0'-'' 0'-'' 0'-'' 8'-9'' 8'-9'' 8'-9'' '-'' ('-'') '-'' ('-'') '-'' ('-'') PDS5-5 -5/8" '-9'' 0'-9'' 0'-9'' 8'-9'' 8'-9'' 8'-9'' '-'' '-'' '-'' 5'-'' ('-'') 5'-'' ('-'') 5'-'' ('-'') PDS '-9'' 8'-9'' 8'-9'' '-'' ('-'') '-'' ('-'') '-'' ('-'') 5'-'' ('-'') 5'-'' ('-'') 5'-'' ('-'') '-'' (5'-'') '-'' (5'-'') '-'' (5'-'') 00PDS '-0'' '-0'' '-8'' 0'-8'' 0'-8'' 0'-8'' 9'-'' 9'-'' 9'-'' '-'' ('-'') '-'' ('-'') '-'' ('-'') 00PDS5-5 " '-'' '-'' '-'' 9'-'' 9'-'' 9'-'' '-0'' (8'-0'') '-0'' (8'-0'') '-0'' (8'-0'') '-8'' ('-'') '-8'' ('-'') '-8'' ('-'') 00PDS '-'' 9'-'' 9'-'' '-'' ('-'') '-'' ('-'') '-'' ('-'') '-8'' ('-'') '-8'' ('-'') '-8'' ('-'') '-'' (5'-'') '-'' (5'-'') '-'' (5'-'') PDS '-'' '-0'' '-0'' 8'-'' '-0'' '-0'' '-'' '-'' 5'-5'' '-0'' 5'-5'' '-9'' PDS5-9 -5/8" '-0'' '-'' '-'' '-'' '-'' 5'-5'' '-'' 5'-8'' '-'' 5'-'' '-'' '-'' PDS '-'' '-'' 5'-5'' '-0'' 5'-5'' '-9'' 5'-'' '-'' '-'' '-'' '-'' '-9'' 50PDS '-0'' '-'' 9'-8'' '-'' 9'-8'' 8'-'' 9'-9'' 8'-0'' '-8'' 8'-0'' '-8'' '-9'' 50PDS5-9 -/" '-0'' 0'-'' 8'-0'' 9'-9'' 8'-0'' '-8'' 8'-'' 8'-0'' '-0'' '-'' '-'' '-'' 50PDS '-9'' 8'-0'' '-8'' 8'-0'' '-8'' '-9'' '-'' '-'' '-'' 5'-8'' 5'-8'' 5'-'' 50PDS '-'' '-'' '-8'' '-5'' '-8'' '-'' '-8'' '-'' 0'-'' 9'-'' 9'-'' 8'-0'' 50PDS5-9 -/" '-'' '-'' '-'' '-8'' '-'' 0'-'' 0'-'' 0'-'' 9'-'' 8'-'' 8'-'' 8'-0'' 50PDS '-8'' '-'' 0'-'' 9'-'' 9'-'' 8'-0'' 8'-'' 8'-'' 8'-0'' '-9'' '-9'' '-9'' PDS '-9'' '-'' '-0'' '-8'' '-0'' '-5'' '-0'' '-0'' 0'-'' 9'-8'' 9'-8'' 9'-0'' PDS5-9 -5/8" '-'' '-'' '-0'' '-0'' '-0'' 0'-'' 0'-'' 0'-'' 9'-5'' 8'-5'' 8'-5'' 8'-'' PDS '-0'' '-0'' 0'-'' 9'-8'' 9'-8'' 9'-0'' 8'-5'' 8'-5'' 8'-'' '-0'' '-0'' '-0'' 00PDS '-'' '-'' '-0'' '-'' '-0'' '-'' '-8'' '-8'' '-'' 0'-'' 0'-'' 9'-9'' 00PDS5-9 " '-'' '-'' '-9'' '-8'' '-8'' '-'' '-0'' '-0'' 0'-'' 8'-'' 8'-'' 8'-0'' 00PDS '-8'' '-8'' '-'' 0'-'' 0'-'' 9'-9'' 8'-'' 8'-'' 8'-0'' '-'' '-'' '-'' PDS '-'' 8'-'' '-'' 8'-0'' '-'' '-'' '-8'' '-'' 5'-9'' '-'' 5'-9'' 5'-0'' PDS5- -5/8" '-5'' '-'' '-'' '-8'' '-'' 5'-9'' '-8'' '-0'' 5'-'' 5'-5'' 5'-'' '-'' PDS '-8'' '-'' 5'-9'' '-'' 5'-9'' 5'-0'' 5'-5'' 5'-'' '-'' '-5'' '-5'' '-0'' 50PDS '-'' '-'' 0'-0'' '-'' 0'-0'' 8'-9'' 0'-'' 9'-'' '-'' 8'-'' '-'' '-'' 50PDS5- -/" '-'' 0'-5'' 9'-'' 0'-'' 9'-'' '-'' 8'-8'' 8'-'' '-'' '-'' '-'' '-'' 50PDS '-'' 9'-'' '-'' 8'-'' '-'' '-'' '-'' '-'' '-'' 5'-0'' 5'-0'' 5'-'' 50PDS '-'' 5'-0'' '-'' '-'' '-'' '-5'' '-8'' '-8'' 0'-5'' 9'-'' 9'-'' 9'-'' 50PDS5- -/" '-'' '-'' '-'' '-8'' '-8'' 0'-5'' 0'-'' 0'-'' 9'-5'' 8'-'' 8'-'' 8'-'' 50PDS '-8'' '-8'' 0'-5'' 9'-'' 9'-'' 9'-'' 8'-'' 8'-'' 8'-'' '-9'' '-9'' '-9'' PDS '-0'' 5'-5'' '-5'' '-9'' '-5'' '-9'' '-'' '-'' 0'-8'' 9'-9'' 9'-9'' 9'-'' PDS5- -5/8" '-'' '-0'' '-'' '-'' '-'' 0'-8'' 0'-'' 0'-'' 9'-8'' 8'-5'' 8'-5'' 8'-5'' PDS '-'' '-'' 0'-8'' 9'-9'' 9'-9'' 9'-'' 8'-5'' 8'-5'' 8'-5'' '-0'' '-0'' '-0'' 00PDS '-9'' '-8'' '-'' '-'' '-'' '-9'' '-'' '-'' '-'' 0'-'' 0'-'' 0'-'' 00PDS5- " '-'' 5'-'' '-'' '-'' '-'' '-'' 0'-0'' 0'-0'' 0'-'' 8'-0'' 8'-0'' 8'-0'' 00PDS '-'' '-'' '-'' 0'-'' 0'-'' 0'-'' 8'-0'' 8'-0'' 8'-0'' '-'' '-'' '-'' 550PDS '-'' 0'-9'' 8'-'' '-'' '-'' 5'-0'' 5'-0'' 5'-0'' '-5'' '-'' '-'' '-'' 550PDS5-5-/" '-'' 8'-'' '-'' 5'-0'' 5'-0'' '-5'' '-0'' '-0'' '-0'' 0'-'' 0'-'' 0'-'' 550PDS '-0'' 5'-0'' '-5'' '-'' '-'' '-'' 0'-'' 0'-'' 0'-'' '-'' (8'-8'') '-'' (8'-8'') '-'' (8'-8'') 00PDS '-'' '-'' 9'-'' 8'-'' 8'-'' '-'' 5'-8'' 5'-8'' 5'-'' '-9'' '-9'' '-9'' 00PDS5- " '-'' 9'-'' '-'' 5'-8'' 5'-8'' 5'-'' '-'' '-'' '-'' 0'-'' ('-'') 0'-'' ('-'') 0'-'' ('-'') 00PDS '-8'' 5'-8'' 5'-'' '-9'' '-9'' '-9'' 0'-'' ('-'') 0'-'' ('-'') 0'-'' ('-'') '-9'' (9'-0'') '-9'' (9'-0'') '-9'' (9'-0'') 5 PSF 9

30 ProSTUD ProSTUD Non-Composite Limiting Heights - 8" o.c. Bracing Member Depth Design Thickness Yield Strength (ksi) Spacing o/c Lateral Load (psf) 5 PSF.5 PSF 0 PSF L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 PDS '-0'' 9'-5'' 8'-'' 0'-'' 8'-'' '-'' 8'-'' '-'' '-'' '-'' '-'' 5'-8'' PDS5-0 -5/8" 0.0 0'-9'' 8'-'' '-'' 8'-'' '-'' '-'' '-8'' '-9'' 5'-'' '-'' 5'-'' 5'-'' PDS '-'' '-'' '-'' '-'' '-'' 5'-8'' '-'' 5'-'' 5'-'' 5'-'' 5'-'' '-'' 50PDS '-5'' '-0'' '-'' '-8'' '-'' 9'-'' '-0'' 0'-'' 9'-0'' 9'-8'' 9'-0'' '-'' 50PDS5-0 -/" 0.0 '-'' '-0'' 0'-'' '-0'' 0'-'' 9'-0'' 0'-'' 9'-5'' 8'-'' 8'-'' 8'-'' '-'' 50PDS '-0'' 0'-'' 9'-0'' 9'-8'' 9'-0'' '-'' 8'-'' 8'-'' '-'' '-0'' '-0'' '-'' 50PDS '-'' '-0'' '-9'' '-0'' '-9'' '-0'' '-0'' '-'' '-8'' '-'' '-'' 0'-'' 50PDS5-0 -/" 0.0 '-0'' 5'-'' '-'' '-0'' '-'' '-8'' '-0'' '-0'' 0'-'' 9'-9'' 9'-9'' 9'-'' 50PDS '-0'' '-'' '-8'' '-'' '-'' 0'-'' 9'-9'' 9'-9'' 9'-'' 8'-0'' 8'-0'' 8'-0'' PDS '-0'' '-'' 5'-'' '-'' 5'-'' '-'' '-'' '-9'' '-0'' '-'' '-'' 0'-'' PDS5-0 -5/8" 0.0 '-'' 5'-9'' '-9'' '-'' '-9'' '-0'' '-'' '-'' 0'-'' 0'-0'' 0'-0'' 9'-'' PDS '-'' '-9'' '-0'' '-'' '-'' 0'-'' 0'-0'' 0'-0'' 9'-'' 8'-'' 8'-'' 8'-'' 00PDS '-'' 8'-8'' '-'' '-'' '-'' '-'' '-'' '-0'' '-0'' '-'' '-'' '-'' 00PDS5-0 " 0.0 8'-'' '-0'' '-0'' '-'' '-0'' '-0'' '-'' '-'' '-9'' 0'-'' 0'-'' 0'-'' 00PDS '-'' '-0'' '-0'' '-'' '-'' '-'' 0'-'' 0'-'' 0'-'' 8'-'' 8'-'' 8'-'' 550PDS '-8'' '-'' 0'-'' 0'-'' 0'-'' 8'-'' 8'-'' 8'-'' '-'' '-0'' '-0'' '-'' 550PDS5-0 5-/" 0.0 '-'' '-9'' 9'-0'' 8'-'' 8'-'' '-'' 5'-8'' 5'-8'' 5'-'' '-0'' '-0'' '-0'' 550PDS '-'' 8'-'' '-'' '-0'' '-0'' '-'' '-0'' '-0'' '-0'' 0'-'' 0'-'' 0'-'' 00PDS '-9'' 5'-'' '-'' '-0'' '-0'' 9'-'' 8'-'' 8'-'' '-9'' 5'-5'' 5'-5'' 5'-5'' 00PDS5-0 " 0.0 '-'' '-'' 0'-'' 8'-'' 8'-'' '-9'' '-5'' '-5'' '-'' '-5'' '-5'' '-5'' 00PDS '-'' 8'-'' '-9'' 5'-5'' 5'-5'' 5'-5'' '-5'' '-5'' '-5'' 0'-'' 0'-'' 0'-'' PDS5-0.0 '-'' 9'-9'' 8'-'' 0'-8'' 8'-'' '-5'' 9'-5'' '-9'' '-9'' '-8'' '-9'' 5'-'' PDS5- -5/8" 0.0 '-'' 8'-0'' '-9'' 9'-5'' '-9'' '-9'' 8'-'' '-0'' '-'' '-8'' '-'' 5'-'' PDS '-5'' '-9'' '-9'' '-8'' '-9'' 5'-'' '-8'' '-'' 5'-'' 5'-5'' 5'-'' '-8'' 50PDS5-0.0 '-'' '-5'' '-9'' '-'' '-9'' 0'-'' '-5'' 0'-8'' 9'-'' 0'-'' 9'-'' 8'-'' 50PDS5- -/" 0.0 5'-'' '-'' 0'-8'' '-5'' 0'-8'' 9'-'' 0'-9'' 9'-8'' 8'-'' 8'-0'' 8'-'' '-5'' 50PDS5-0.0 '-5'' 0'-8'' 9'-'' 0'-'' 9'-'' 8'-'' 8'-0'' 8'-'' '-5'' '-'' '-'' '-'' 50PDS '-0'' '-5'' 5'-'' '-0'' 5'-'' '-'' '-9'' '-0'' '-'' '-0'' '-0'' 0'-'' 50PDS5- -/" 0.0 8'-'' 5'-0'' '-0'' '-9'' '-0'' '-'' '-9'' '-'' '-0'' 0'-5'' 0'-5'' 9'-'' 50PDS5-0.0 '-9'' '-0'' '-'' '-0'' '-0'' 0'-'' 0'-5'' 0'-5'' 9'-'' 8'-'' 8'-'' 8'-5'' PDS5-0.0 '-'' '-'' 5'-8'' '-'' 5'-8'' '-8'' 5'-0'' '-'' '-5'' '-'' '-'' 0'-0'' PDS5- -5/8" 0.0 8'-5'' '-'' '-'' 5'-0'' '-'' '-5'' '-0'' '-'' '-'' 0'-8'' 0'-8'' 9'-0'' PDS '-0'' '-'' '-5'' '-'' '-'' 0'-0'' 0'-8'' 0'-8'' 9'-0'' 8'-8'' 8'-8'' 8'-'' 00PDS5-0.0 '-5'' 9'-'' '-'' 8'-'' '-'' '-9'' 5'-0'' 5'-'' '-5'' '-0'' '-0'' '-9'' 00PDS5- " 0.0 9'-5'' '-'' 5'-'' 5'-0'' 5'-'' '-5'' '-9'' '-9'' '-'' '-'' '-'' 0'-8'' 00PDS '-0'' 5'-'' '-5'' '-0'' '-0'' '-9'' '-'' '-'' 0'-8'' 9'-'' 9'-'' 9'-'' 550PDS5-0.0 '-'' '-0'' '-8'' '-'' '-8'' 8'-'' 9'-'' 9'-'' '-'' 5'-8'' 5'-8'' 5'-0'' 550PDS5-5-/" 0.0 '-'' '-'' 9'-8'' 9'-'' 9'-'' '-'' '-8'' '-8'' 5'-8'' '-'' '-'' '-'' 550PDS '-'' 9'-'' '-'' 5'-8'' 5'-8'' 5'-0'' '-'' '-'' '-'' '-'' '-'' '-'' 00PDS '-'' '-'' '-'' '-'' '-'' 0'-'' 0'-'' 0'-'' 8'-5'' '-5'' '-5'' '-'' 00PDS5- " 0.0 '-'' '-'' '-'' 0'-'' 0'-'' 8'-5'' '-5'' '-5'' '-9'' '-'' '-'' '-'' 00PDS '-'' 0'-'' 8'-5'' '-5'' '-5'' '-'' '-'' '-'' '-'' '-'' '-'' '-'' 5 PSF 8" o.c. Braced Non-Composite Limiting Heights Table Notes - Heights are based on 00 North American Specification S00-0 using steel properties alone. - Allowable moment capacities are based on discrete stud bracing at -ft on-center. - Heights not in parentheses are limited by moment, deflection, shear, and web crippling (assuming " end reaction bearing). - Heights in parentheses are limited by moment, deflection, and shear, and require end bearing stiffeners in order to achieve the indicated height.. Depth over thickness (h/t) ratio is greater than 00. 0

31 ProSTUD ProSTUD Composite Limiting Heights 5/8" Type X Gypsum Board Width Stud Member -5/8" -/" -/" -5/8" " 5-/" " ProSTUD 5 PDS5-5 ProSTUD 5 50PDS5-5 ProSTUD 5 50PDS5-5 ProSTUD 5 PDS5-5 ProSTUD 5 00PDS5-5 ProSTUD 5 550PDS5-5 ProSTUD 5 00PDS5-5 Design Thickness Yield Strength (ksi) Spacing 5 psf.5 psf 0 psf 5 psf (inches) L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 ' '' ' '' 0' '' ' '' 0' '' 8' '' ' '' 9' '' --- 8' '' f ' 9'' 0' '' 9' 0'' ' '' 9' '' --- 0' '' 8' '' ' '' 9' '' --- 9' 9'' ' 5'' ' '' ' 8'' ' 0'' 5' 0'' ' 0'' ' '' ' '' f ' 8'' 0' '' 8' 8'' f 8' 8'' f 8' '' 5' '' ' '' ' 9'' ' '' f ' 8'' 0' '' ' 5'' f 0' '' 9' '' ' '' f ' 8'' 0' '' 0' 0'' f 0' '' 8' '' 9' '' f 8' '' ' '' f ' '' 5' 0'' ' 5'' f ' 9'' ' '' 5' '' f ' 5'' ' 0'' 9' '' f 9' '' f 9' '' f 8' '' f 5' '' ' '' 5' '' f ' 5'' ' 0'' ' '' f ' '' 0' 8'' 8' '' f 8' '' f 8' '' f 5' '' f ' 5'' ' 0'' ' '' f ' 8'' 0' '' 0' 8'' f 0' 5'' 9' '' ' '' ' '' ' '' 8' '' f ' '' ' 0'' 5' 0'' f ' '' ' 0'' 0' 5'' f 0' 5'' f 0' '' 9' 5'' f 5' '' ' '' 5' 0'' f ' '' ' 0'' ' 9'' f ' '' 0' '' 9' 0'' f 9' 0'' f 9' 0'' f 5' 0'' f ' '' ' 0'' ' '' f ' 0'' 0' '' ' '' f 0' '' 9' 0'' ' 8'' 8' 0'' 5' 9'' 9' '' f 5' 9'' ' 9'' ' '' f ' '' ' '' 0' 0'' f 0' 0'' f 0' 8'' 0' '' f ' '' ' '' ' '' f ' '' ' '' ' '' f ' 0'' ' '' 9' 5'' f 9' 5'' f 9' 5'' f ' '' f ' '' ' '' ' '' f ' '' 0' 8'' ' 8'' f ' '' 9' '' ' '' f ' 9'' 0' '' ' 0'' f 9' '' ' 9'' 9' 0'' f 8' '' ' '' ' '' f ' '' f ' '' f ' '' f 0' 8'' 8' 5'' 9' 0'' f 8' '' ' '' ' '' f ' 5'' ' '' ' 0'' f 8' '' ' '' 5' '' f 5' '' f ' '' ' '' f ' '' f ' 9'' ' 0'' f ' '' ' 5'' ' 9'' f ' '' 8' 8'' 9' 8'' f 9' '' ' 0'' ' '' f ' '' f ' '' f ' '' f ' '' 9' 5'' 9' 8'' f 9' '' ' 0'' ' '' f ' '' f 5' 5'' ' 8'' f 9' '' ' 0'' ' '' f ' '' f ' 9'' ' '' f ' '' f ' '' Notes: - Allowable composite limiting heights were determined in accordance with ICC-ES AC Additional composite wall testing and analysis requirements of the SFIA Code Compliance Certification Program was observed. - In accordance with current building codes and AISI design standards, the / Stress Increase for strength was not used. - The composite limiting heights provided in the tables are based on a single layer of Type X Gypsum Board from the following manufacturers : American, CertainTeed, Georgia Pacific, Lafarge, National, Temple Inland, and USG. - The gypsum board must be applied full height in the vertical orientation to each stud flange and installed in accordance with ASTM C5-00 using minimum No. Type S Drywall screws spaced as listed below: - Screws spaced a minimum of in on-center to framing members spaced at in or in on-center. - Screws spaced a minimum of in on-center to framing members spaced at in on-center. - No fasteners are required for attaching the stud to the track except as detailed in ASTM C Stud end bearing must be a minimum of inch. f Adjacent to the height value indicates that flexural stress controls the allowable wall height. s Adjacent to the height value indicates that shear/end reaction controls the allowable wall height.

32 ProSTUD ProSTUD Composite Limiting Heights 5/8" Type X Gypsum Board Width Stud Member -5/8" -/" -/" -5/8" " 5-/" " ProSTUD 0 PDS5-9 ProSTUD 0 50PDS5-9 ProSTUD 0 50PDS5-9 ProSTUD 0 PDS5-9 ProSTUD 0 00PDS5-9 ProSTUD 0 550PDS5-9 ProSTUD 0 00PDS5-9 Design Thickness Yield Strength (ksi) Spacing 5 psf.5 psf 0 psf 5 psf (inches) L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 ' 0'' ' '' ' '' ' '' ' '' 9' 9'' ' 9'' 0' '' 8' 8'' 9' '' f 8' '' --- ' 5'' ' 8'' 0' '' ' 9'' 0' '' 8' 8'' 0' 8'' 9' '' --- 8' 0'' f ' 9'' 0' '' 8' 8'' 0' '' 8' 8'' --- 9' '' ' '' 5' 9'' ' 0'' 5' 9'' ' 9'' ' '' ' '' ' '' ' '' 0' 9'' f 0' 9'' f 9' 8'' ' 5'' ' '' ' 8'' ' '' ' '' ' '' ' 0'' ' '' 0' '' 9' '' f 9' '' f 8' '' ' '' ' '' ' '' ' '' f 0' '' 9' 8'' ' 5'' 9' '' 8' '' ' 0'' 8' '' 5' 0'' 9' '' 5' 0'' ' 0'' 8' '' ' '' ' '' ' '' f ' '' f 0' '' 0' 9'' ' 5'' ' '' 8' '' ' '' ' '' ' '' f ' '' ' '' 0' 8'' f 0' 8'' f 9' 0'' 8' '' ' '' ' '' 5' '' f ' '' 0' '' ' '' f ' '' 9' 0'' 8' 8'' f 8' 8'' f 8' '' ' '' 8' 5'' ' '' 0' '' ' '' ' '' 8' 5'' ' 8'' ' 0'' ' '' f ' '' f ' '' ' '' ' 9'' ' 8'' 8' 5'' ' 8'' ' 0'' ' '' f ' '' ' '' 0' '' f 0' '' f 9' '' 8' 5'' ' 8'' ' 0'' 5' 8'' f ' 0'' ' '' ' '' f ' '' 9' '' 8' '' f 8' '' f 8' '' ' '' 0' '' ' 9'' ' '' ' 8'' 5' '' 9' '' ' 0'' ' '' ' '' f ' '' f ' '' ' '' 8' '' ' '' 9' '' ' 0'' ' '' ' '' f ' '' ' 9'' ' '' f ' '' f ' 0'' 9' '' ' 0'' ' '' ' '' f ' 0'' ' '' ' '' f ' 9'' ' 0'' 9' 5'' f 9' 5'' f 9' '' ' 0'' 5' '' ' '' ' 0'' f ' '' 9' '' ' '' f 0' '' ' '' 5' '' f 5' '' f 5' '' 8' '' ' 0'' 0' '' ' '' f 0' '' ' '' ' 0'' f 8' '' 5' '' ' 0'' f ' 0'' f ' 9'' f ' '' f 0' '' ' '' 9' 0'' f ' '' 5' '' ' '' f 5' '' ' 9'' ' 0'' ' 5'' ' '' 8' 0'' ' '' 0' '' ' 9'' f ' 0'' 8' 5'' ' '' f ' '' f ' '' 9' '' ' 0'' ' '' ' 9'' f ' 0'' 8' 5'' ' 5'' f 9' '' ' 9'' ' '' f ' '' f ' '' f ' 9'' f ' 0'' 8' 5'' 0' '' f 8' '' ' '' ' '' f ' 8'' ' '' Notes: - Allowable composite limiting heights were determined in accordance with ICC-ES AC Additional composite wall testing and analysis requirements of the SFIA Code Compliance Certification Program was observed. - In accordance with current building codes and AISI design standards, the / Stress Increase for strength was not used. - The composite limiting heights provided in the tables are based on a single layer of Type X Gypsum Board from the following manufacturers : American, CertainTeed, Georgia Pacific, Lafarge, National, Temple Inland, and USG. - The gypsum board must be applied full height in the vertical orientation to each stud flange and installed in accordance with ASTM C5-00 using minimum No. Type S Drywall screws spaced as listed below: - Screws spaced a minimum of in on-center to framing members spaced at in or in on-center. - Screws spaced a minimum of in on-center to framing members spaced at in on-center. - No fasteners are required for attaching the stud to the track except as detailed in ASTM C Stud end bearing must be a minimum of inch. f Adjacent to the height value indicates that flexural stress controls the allowable wall height. s Adjacent to the height value indicates that shear/end reaction controls the allowable wall height.

33 ProSTUD ProSTUD Composite Limiting Heights 5/8" Type X Gypsum Board Width Stud Member -5/8" -/" -/" -5/8" " 5-/" " ProSTUD 0XD PDS5- ProSTUD 0XD 50PDS5- ProSTUD 0XD 50PDS5- ProSTUD 0XD PDS5- ProSTUD 0XD 00PDS5- ProSTUD 0XD 550PDS5- ProSTUD 0XD 00PDS5- Design Thickness Yield Strength (ksi) Spacing 5 psf.5 psf 0 psf 5 psf (inches) L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 ' '' ' 9'' ' '' ' 0'' ' '' 9' 9'' ' 0'' 0' '' 8' 5'' 9' 5'' f 8' '' --- ' '' ' '' 0' '' ' 0'' 0' '' 8' 5'' 0' 9'' 8' 0'' --- 8' '' f ' 0'' 0' '' 8' 5'' 0' '' 8' '' --- 9' '' ' 0'' 5' 9'' ' '' ' '' ' 9'' ' '' 5' '' ' '' ' '' ' '' f 0' '' 9' '' ' '' ' '' ' 8'' 5' '' ' '' ' '' ' 8'' ' 5'' 0' '' 9' '' f 9' '' f 8' '' 5' '' ' '' ' '' ' '' f 0' '' 9' '' ' '' 9' '' 8' '' 8' '' f 8' '' f --- ' '' 8' '' 5' '' 0' 0'' 5' '' ' '' 8' '' ' 5'' ' '' ' 5'' f ' '' 0' '' 0' 0'' ' '' ' 5'' 8' '' ' 5'' ' '' ' '' ' '' ' 5'' ' '' f ' 5'' 9' 9'' 8' '' ' 5'' ' '' 5' '' ' '' 0' '' ' 5'' f ' 5'' 9' 9'' 9' '' f 9' '' f 8' '' ' '' 8' '' ' '' 0' '' ' '' ' 0'' 8' '' ' '' ' 9'' ' '' f ' 9'' ' 0'' ' 0'' ' 8'' ' '' 8' '' ' '' ' 9'' ' 8'' ' '' ' '' ' '' f ' '' 9' 0'' 8' '' ' '' ' 9'' ' '' ' 9'' ' 0'' ' '' f ' '' 9' 0'' 9' 5'' f 9' 5'' f 8' 5'' ' '' 0' '' ' '' ' 5'' ' '' 5' 5'' 9' 5'' ' 0'' ' 0'' ' '' f ' '' ' '' ' '' 8' '' ' 0'' 9' 5'' ' 0'' ' 0'' ' 8'' ' '' ' 8'' ' '' f ' '' f 0' '' 9' 5'' ' 0'' ' 0'' ' 0'' ' '' ' '' 5' '' f ' 8'' 0' '' 0' '' f 0' '' f 9' '' ' 0'' 5' '' ' '' ' 0'' ' '' 9' '' 5' '' f 0' '' ' '' ' '' f ' '' f 5' '' 8' '' ' '' 0' '' 5' '' 0' '' ' '' ' 0'' f 8' '' 5' '' ' '' f ' '' f ' 0'' 5' '' 0' '' ' '' 0' '' f ' '' 5' '' ' 0'' f 5' '' ' 0'' ' 5'' ' '' ' '' 9' '' ' '' 0' '' ' '' f ' '' 8' 5'' ' '' f ' '' f ' '' 0' '' ' '' ' '' ' '' f ' '' 8' 5'' ' '' f 9' '' ' 8'' ' 0'' f ' 0'' f ' '' ' '' f ' '' 8' 5'' ' '' f 8' 5'' ' '' 8' '' f ' 8'' ' '' ' '' f ' '' f ' '' f Notes: - Allowable composite limiting heights were determined in accordance with ICC-ES AC Additional composite wall testing and analysis requirements of the SFIA Code Compliance Certification Program was observed. - In accordance with current building codes and AISI design standards, the / Stress Increase for strength was not used. - The composite limiting heights provided in the tables are based on a single layer of Type X Gypsum Board from the following manufacturers : American, CertainTeed, Georgia Pacific, Lafarge, National, Temple Inland, and USG. - The gypsum board must be applied full height in the vertical orientation to each stud flange and installed in accordance with ASTM C5-00 using minimum No. Type S Drywall screws spaced as listed below: - Screws spaced a minimum of in on-center to framing members spaced at in or in on-center. - Screws spaced a minimum of in on-center to framing members spaced at in on-center. - No fasteners are required for attaching the stud to the track except as detailed in ASTM C Stud end bearing must be a minimum of inch. f Adjacent to the height value indicates that flexural stress controls the allowable wall height. s Adjacent to the height value indicates that shear/end reaction controls the allowable wall height.

34 ProSTUD Composite Limiting Heights 5/8" Type X Gypsum Board Width Stud Member -5/8" -/" -/" -5/8" " 5-/" " ProSTUD 0 PDS5-0 ProSTUD 0 50PDS5-0 ProSTUD 0 50PDS5-0 ProSTUD 0 PDS5-0 ProSTUD 0 00PDS5-0 ProSTUD 0 550PDS5-0 ProSTUD 0 00PDS5-0 Design Thickness Yield Strength (ksi) Spacing 5 psf.5 psf 0 psf 5 psf (inches) L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 ' '' ' '' ' '' ' '' ' '' 9' 0'' ' '' 0' '' 8' 8'' ' '' 8' 8'' --- ' 9'' ' 9'' 0' '' ' '' 0' '' 8' 8'' ' 9'' 9' '' --- 0' '' f ' '' 0' '' 8' 8'' ' '' 8' 8'' --- 0' '' ' '' f ' 9'' ' '' ' '' ' '' ' '' ' '' 5' 8'' ' '' ' '' ' '' f ' '' 9' '' ' '' ' 9'' ' 0'' 5' 8'' ' '' ' '' ' '' ' 9'' 0' '' ' '' f 0' '' 8' 8'' 5' 8'' ' '' ' '' ' 8'' f ' '' 9' '' ' 5'' 0' '' 8' 8'' 9' 5'' f 8' 8'' --- 5' '' 0' '' ' '' ' '' ' '' 5' '' 0' '' ' 0'' ' '' ' 0'' f ' '' ' '' ' 0'' 8' '' ' 0'' 0' '' ' 0'' ' '' 8' '' ' '' ' 8'' ' 0'' f ' 8'' 0' '' 0' '' ' 0'' ' '' ' '' ' '' ' '' ' 0'' ' 8'' 0' '' ' '' f 0' '' --- 5' 8'' 0' 5'' ' 0'' ' 5'' ' 0'' 5' '' 0' 5'' ' '' ' '' ' '' f ' '' ' '' ' '' 8' '' ' '' 0' 5'' ' '' ' '' 8' '' ' 8'' ' 0'' ' 0'' f ' 0'' ' 0'' 0' 5'' ' '' ' '' ' 0'' ' '' ' '' ' '' ' 0'' ' 0'' ' 5'' f ' 0'' --- ' 5'' ' 9'' 9' 0'' ' 0'' 9' 0'' ' 8'' ' 9'' ' '' 5' '' ' '' f 5' '' ' '' ' '' 9' 0'' ' '' ' 9'' ' '' 5' '' 9' 0'' 5' 9'' ' 9'' ' 8'' f ' 9'' ' 0'' ' 9'' ' '' 5' '' 9' 0'' 5' '' ' '' ' '' ' 9'' ' 0'' ' 0'' f ' 0'' 0' '' ' 9'' ' '' ' '' 0' 5'' ' '' ' '' ' '' ' '' 9' '' 0' 9'' f 9' '' ' '' ' '' 5' '' ' '' ' '' ' '' 9' '' 5' '' 9' '' ' '' ' '' f ' '' --- ' '' ' '' 9' '' ' '' 9' '' ' '' ' '' ' '' ' '' 9' '' 5' 5'' ' 0'' 5' 5'' ' '' 9' '' ' '' 0' '' 0' '' f 0' '' ' '' ' '' ' 5'' ' '' 9' '' ' '' 0' '' ' 5'' 0' '' 8' '' 8' '' f 8' '' f --- 9' '' ' '' 0' '' 5' 5'' 0' '' ' '' ' '' f 8' '' Notes: - Allowable composite limiting heights were determined in accordance with ICC-ES AC Additional composite wall testing and analysis requirements of the SFIA Code Compliance Certification Program was observed. - In accordance with current building codes and AISI design standards, the / Stress Increase for strength was not used. - The composite limiting heights provided in the tables are based on a single layer of Type X Gypsum Board from the following manufacturers : American, CertainTeed, Georgia Pacific, Lafarge, National, Temple Inland, and USG. - The gypsum board must be applied full height in the vertical orientation to each stud flange and installed in accordance with ASTM C5-00 using minimum No. Type S Drywall screws spaced as listed below: - Screws spaced a minimum of in on-center to framing members spaced at in or in on-center. - Screws spaced a minimum of in on-center to framing members spaced at in on-center. - No fasteners are required for attaching the stud to the track except as detailed in ASTM C Stud end bearing must be a minimum of inch. f Adjacent to the height value indicates that flexural stress controls the allowable wall height. s Adjacent to the height value indicates that shear/end reaction controls the allowable wall height.

35 ProSTUD Composite Limiting Heights 5/8" Type X Gypsum Board Width Stud Member 5/8" /" /" 5/8" " 5 /" " ProSTUD PDS5 ProSTUD 50PDS5 ProSTUD 50PDS5 ProSTUD PDS5 ProSTUD 00PDS5 ProSTUD 550PDS5 ProSTUD 00PDS5 Design Thickness Yield Strength (ksi) Spacing 5 psf.5 psf 0 psf 5 psf (inches) L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 ' 0'' ' '' ' 0'' ' 0'' ' 0'' 0' '' ' '' 0' 9'' 9' '' ' '' 8' 8'' 5' '' ' '' 0' 9'' ' '' 0' 9'' 9' '' ' '' 9' 9'' 0' '' f ' '' 0' 9'' 9' '' ' 0'' 9' '' 0' 9" 8' '' f 0' '' ' 9'' ' 9'' ' 9'' ' " ' 0'' ' '' ' '' ' 8'' ' '' f ' '' 9' '' 8' '' 5' '' ' 5'' ' '' ' '' ' 8'' ' 8'' ' '' 0' '' ' '' f 0' '' 8' 8'' ' '' ' '' ' 8'' ' '' ' '' 0' '' ' 0'' 0' '' 9' '' 9' 5'' f 8' 8'' ' '' 0' 0'' 8' '' ' '' 8' '' 5' '' 0' 0'' ' '' ' 5'' ' 0'' f ' '' ' '' ' 0'' 8' '' ' '' 0' 0'' ' '' ' 5'' 8' '' 5' 0'' ' '' ' 0'' f ' 8'' 0' '' 0' 0'' ' '' ' 5'' 8' '' ' 5'' ' '' ' '' ' '' ' '' ' '' f 0' '' ' '' ' '' 8' 5'' ' '' 8' 5'' ' '' ' '' ' 9'' ' 8'' ' '' f ' '' ' '' ' '' 9' '' ' 9'' ' '' ' 9'' ' 8'' 9' '' 5' '' ' '' ' 0'' f ' 0'' ' 0'' ' '' ' 9'' ' 8'' 8' 5'' ' 8'' ' 0'' ' 9'' ' '' ' '' ' 5'' f ' 0'' ' 0'' ' 9'' 0' '' ' '' 9' '' ' '' ' '' 8' '' 5' '' ' '' f 5' '' ' '' 5' '' 0' 8'' 8' '' ' '' 8' '' 5' '' 0' '' ' 5'' ' '' ' 8'' f ' 9'' ' 0'' ' '' 8' '' 5' '' 9' '' 5' 0'' ' '' ' '' ' '' ' 8'' ' 0'' f ' 0'' 0' '' ' '' 8' '' 5' 0'' 0' '' 5' '' ' 0'' ' 8'' ' '' 9' 0'' 0' 9'' f 9' '' ' '' ' 8'' ' '' ' 9'' ' 8'' ' '' 9' 0'' 5' '' 0' 0'' 8' 0'' ' '' f ' '' ' 8'' ' '' 9' 0'' ' '' 0' 0'' ' '' ' 0'' 8' '' ' 8'' 0' '' ' '' ' 0'' ' '' ' '' 9' '' ' 0'' ' 0'' 0' '' f 0' '' ' '' ' '' ' '' ' '' 9' '' ' 0" ' 0'' ' 5'' ' 8'' 9' '' 8' '' f 8' '' f 9' '' ' 0'' ' 0'' 5' 5'' 0' 0'' 8' '' ' '' 8' '' Notes: - Allowable composite limiting heights were determined in accordance with ICC-ES AC Additional composite wall testing and analysis requirements of the SFIA Code Compliance Certification Program was observed. - In accordance with current building codes and AISI design standards, the / Stress Increase for strength was not used. - The composite limiting heights provided in the tables are based on a single layer of Type X Gypsum Board from the following manufacturers : American, CertainTeed, Georgia Pacific, Lafarge, National, Temple Inland, and USG. - The gypsum board must be applied full height in the vertical orientation to each stud flange and installed in accordance with ASTM C5-00 using minimum No. Type S Drywall screws spaced as listed below: - Screws spaced a minimum of in on-center to framing members spaced at in or in on-center. - Screws spaced a minimum of in on-center to framing members spaced at in on-center. - No fasteners are required for attaching the stud to the track except as detailed in ASTM C Stud end bearing must be a minimum of inch. f Adjacent to the height value indicates that flexural stress controls the allowable wall height. s Adjacent to the height value indicates that shear/end reaction controls the allowable wall height. 5

36 ProSTUD ProSTUD Allowable Ceiling Spans Allowable Ceiling Spans - Deflection Limit L/0 Section Fy, ksi PDS ' " ' 8" 5' " 9' 9" 8' 0" ' " ' 5" 5' " 5' " 8' 5" ' " ' " 5' " 5' " ' 5" ' 0" ' 0" 5' 0" 50PDS ' " ' 8" ' " ' 8" 0' 9" 9' 5" ' 5" ' " ' " 0' 5" 9' 5" 8' " ' " ' 0" 5' " 8' 8" ' 8" ' 5" e 50PDS ' " 8' 5" ' " ' " ' " 0' " 8' " ' " ' 8" ' " 0' " 8' 0" e ' 0" ' " 5' 9" e 9' 5" 8' " e ' " e PDS ' " 8' " ' " ' 9" ' 8" 0' " 8' " ' " ' 9" ' " 0' " 8' " e ' " ' " 5' 9" e 9' " e 8' " e ' " e 00PDS ' 5" 8' 9" ' 0" ' " ' 0" 0' " e 8' " ' 0" ' " e ' " e 0' " e 9' " e ' " e ' 9" e ' 0" e 9' 0" e 8' " e ' " e PDS5-9 5 ' " ' " ' " 0' 8" 9' 8" 8' " ' " ' " 5' 9" 9' " 8' " ' 5" ' " 5' " ' " ' 0" ' " ' " 50PDS ' " 8' 5" ' " ' " ' " 0' 9" 8' " ' " ' 0" ' 8" 0' 9" 9' " ' " ' 8" 5' " 0' " 9' " 8' " 50PDS ' 0" 9' " 8' " ' " ' " ' 9" 9' 0" 8' " ' " ' 9" ' 9" 0' 5" ' " ' " ' " ' 0" 0' " 8' " PDS ' " 9' 5" 8' 5" ' " ' " ' 0" 9' " 8' 5" ' " ' " ' 0" 0' " ' " ' " ' " ' " 0' " 9' 0" 00PDS ' 5" 9' 8" 8' 8" ' " ' 9" ' " 9' 5" 8' 8" ' 0" ' " ' " 0' " 8' " ' " ' 0" ' " 0' " 9' " PDS5-5 8' " ' 8" ' 0" ' " 0' " 8' " ' 5" ' 0" ' " 9' 0" 8' " ' 0" ' 5" 5' " 5' " 8' " ' " ' 5" 50PDS5-5 9' " 8' 8" ' 9" ' " ' " 0' 0" 8' 5" ' 9" ' 0" ' 9" 0' 0" 9' 8" ' " ' 9" ' 0" 0' " 9' " 8' " 50PDS5-5 0' " 9' " 8' " ' 8" ' " ' 0" 9' " 8' " ' 8" ' 0" ' 0" 0' " 8' " ' 5" ' 8" ' " 0' " 8' " PDS5-5 0' " 9' " 8' " ' 0" ' 8" ' 0" 9' " 8' " ' 9" ' " ' 0" 0' " 8' " ' " ' 9" ' " 0' " 9' " 00PDS5-5 0' 8" 9' 0" 8' 0" 5' " ' 0" ' 5" 9' " 8' 0" ' " ' " ' 5" 0' " 8' " ' 9" ' " ' " 0' " 9' " 550PDS5-5 ' 9" 0' " 9' 0" ' 0" 5' " ' " 0' " 9' 0" 8' 9" 5' " ' " ' " 9' " 8' " ' 8" ' 0" ' " 0' " e 00PDS5-5 ' " ' " 0' " ' " 5' " ' " 0' 0" 0' " 9' 0" 5' 5" ' " ' 8" e 9' " 8' 9" ' 0" e ' 5" e ' " e 0' 0" e PDS5-0 9' " 8' " ' 8" ' 5" ' " 9' 0" 8' " ' 8" ' 0" 0' 0" 9' 0" 8' " ' " ' " 5' " 9' " 8' " ' " 50PDS5-0 0' " 9' " 8' " ' 8" ' " ' " 9' " 8' " ' 8" ' " ' " 0' 0" 8' 0" ' 5" ' 8" ' 5" 0' " 9' " 50PDS5-0 ' " 0' " 9' " ' 0" ' 0" ' " 0' 0" 9' " 8' " ' 5" ' " ' " 8' 9" 8' " ' " ' " ' " 0' " PDS5-0 ' " 0' 5" 9' " ' " 5' 0" ' " 0' " 9' " 8' 5" ' " ' " ' 0" 8' 0" 8' " ' " ' 8" ' 8" 0' 5" 00PDS5-0 ' " 0' 9" 9' 8" ' 8" 5' " ' " 0' 5" 9' 8" 8' 8" 5' 0" ' " ' 5" 9' " 8' 5" ' " ' " ' 0" 0' 9" 550PDS5-0 ' 0" ' 0" 0' 8" 8' 5" ' " 5' " ' " 0' 8" 9' " ' " 5' " ' 9" 0' " 9' " 8' 5" ' 5" ' 5" ' " 00PDS5-0 ' " ' " 0' " 8' " ' " 5' 8" ' 9" 0' " 9' 0" ' 0" 5' 8" ' " 0' " 9' " 8' 8" ' 9" ' 8" ' " PDS5-9' 9" 9' 0" 8' 0" ' 0" ' 9" 0' " 8' 8" 8' 0" ' " ' " 0' " 9' 0" ' " ' 0" ' " 9' " 8' 8" ' " 50PDS5-0' 9" 9' " 8' 0" 5' " ' " ' " 9' " 8' 0" ' " ' " ' " ' " 8' " ' 8" ' " ' 9" 0' 0" 9' 8" 50PDS5- ' " 0' 8" 9' " ' " 5' " ' 9" 0' " 9' " 8' " ' 0" ' 9" ' " 9' 0" 8' " ' " ' 0" ' 0" 0' 8" PDS5- ' 8" 0' 9" 9' 8" ' 8" 5' 5" ' " 0' 5" 9' 8" 8' 8" 5' 0" ' " ' " 9' " 8' 5" ' " ' " ' " 0' 0" 00PDS5- ' 0" ' " 9' " ' " 5' " ' " 0' 9" 9' " 8' " 5' 5" ' " ' 0" 9' 5" 8' 8" ' 0" ' " ' " ' " 550PDS5- ' " ' " ' 0" 9' 0" ' " 5' 0" ' 0" ' 0" 9' 0" ' " 5' 0" ' " 0' " 9' " 8' 8" ' " ' 0" ' 5" 00PDS5- ' " ' " ' " 9' " 8' " ' " ' " ' " 0' " ' " ' " ' " 0' " 9' 0" 8' 0" 5' " ' " ' 8" " e " Web stiffeners required at supports. Ceiling Span Table Notes psf psf 0 psf Lateral Support of Compression Flange Lateral Support of Compression Flange Lateral Support of Compression Flange Unsupported Midspan Unsupported Midspan Unsupported Midspan Joist Spacing o.c. Joist Spacing o.c. Joist Spacing o.c. Joist Spacing o.c. Joist Spacing o.c. Joist Spacing o.c. - For unbraced sections, allowable moment is based on 00 AISI Specification Section C.. with weak axis and torsional unbraced length assumed to be the listed span (completely unbraced). For mid-span braced sections, allowable moment based on 00 AISI Specification Section C.. with weak axis and torsional unbraced length assumed to be one-half of the listed span (bracing at midspan). - Web crippling calculation based on bearing length = inch. - Web crippling and shear capacity have not been reduced for punchouts. If web punchouts occur near support members they must be checked for reduced shear and web crippling in accordance with the 00 AISI Specification. - Values are for simple span conditions.

37 ProSTUD ProSTUD Allowable Ceiling Spans Allowable Ceiling Spans - Deflection Limit L/0 Section Fy, ksi PDS ' " ' 8" 5' " ' 0" ' " ' " ' 5" 5' " 5' " ' 0" ' " 5' 5" 5' " 5' " ' 5" 5' 9" 5' " ' " 50PDS ' " ' 8" ' " 0' " 9' " 8' 8" ' 5" ' " ' " 9' " 8' 8" ' " ' " ' 0" 5' " 8' " ' " ' 5" e 50PDS ' " 8' 5" ' " ' " ' " 0' " 8' " ' " ' 8" ' " 0' " 8' 0" e ' 0" ' " 5' 9" e 9' 5" 8' " e ' " e PDS ' " 8' " ' " ' 9" ' 8" 0' " 8' " ' " ' 9" ' " 0' " 8' " e ' " ' " 5' 9" e 9' " e 8' " e ' " e 00PDS ' 5" 8' 9" ' 0" ' " ' 0" 0' " e 8' " ' 0" ' " e ' " e 0' " e 9' " e ' " e ' 9" e ' 0" e 9' 0" e 8' " e ' " e PDS5-9 5 ' " ' " ' " 8' 5" ' 8" ' 9" ' " ' " 5' 9" ' 5" ' 9" 5' " ' " 5' " ' " ' " 5' 8" ' " 50PDS ' " 8' 5" ' " ' " 0' 0" 9' " 8' " ' " ' 0" 0' 5" 9' " 8' " ' " ' 8" 5' " 8' 0" 8' 0" ' 0" 50PDS ' 0" 9' " 8' " ' " ' " ' 9" 9' 0" 8' " ' " ' 9" ' 9" 0' 5" ' " ' " ' " ' 0" 0' " 8' " PDS ' " 9' 5" 8' 5" ' " ' " ' 0" 9' " 8' 5" ' " ' " ' 0" 0' " ' " ' " ' " ' " 0' " 9' 0" 00PDS ' 5" 9' 8" 8' 8" ' " ' 9" ' " 9' 5" 8' 8" ' 0" ' " ' " 0' " 8' " ' " ' 0" ' " 0' " 9' " PDS5-5 8' " ' 8" ' 0" 8' " 8' " ' " ' 5" ' 0" ' " ' 0" ' " ' " ' 5" 5' " 5' " ' " ' 0" 5' " 50PDS5-5 9' " 8' 8" ' 9" ' " ' " 9' 0" 8' 5" ' 9" ' 0" 0' 0" 9' 0" 8' " ' " ' 9" ' 0" 9' " 8' " ' " 50PDS5-5 0' " 9' " 8' " ' 8" ' " ' 0" 9' " 8' " ' 8" ' 0" ' 0" 0' " 8' " ' 5" ' 8" ' " 0' " 8' " PDS5-5 0' " 9' " 8' " ' 0" ' 8" ' 0" 9' " 8' " ' 9" ' " ' 0" 0' " 8' " ' " ' 9" ' " 0' " 9' " 00PDS5-5 0' 8" 9' 0" 8' 0" 5' " ' 0" ' 5" 9' " 8' 0" ' " ' " ' 5" 0' " 8' " ' 9" ' " ' " 0' " 9' " 550PDS5-5 ' 9" 0' " 9' 0" ' 0" 5' " ' " 0' " 9' 0" 8' 9" 5' " ' " ' " 9' " 8' " ' 8" ' 0" ' " 0' " e 00PDS5-5 ' " ' " 0' " ' " 5' " ' " 0' 0" 0' " 9' 0" 5' 5" ' " ' 8" e 9' " 8' 9" ' 0" e ' 5" e ' " e 0' 0" e PDS5-0 9' " 8' " ' 8" 9' 0" 9' 0" ' 0" 8' " ' 8" ' 0" 8' " ' 0" ' 0" ' " ' " 5' 9" ' " ' " 5' 9" 50PDS5-0 0' " 9' " 8' " ' 8" ' 5" 0' 0" 9' " 8' " ' 8" ' " 0' 0" 9' " 8' 0" ' 5" ' 8" 0' " 9' " 8' 0" 50PDS5-0 ' " 0' " 9' " ' 0" ' 0" ' " 0' 0" 9' " 8' " ' 5" ' " ' " 8' 9" 8' " ' " ' " ' " 0' " PDS5-0 ' " 0' 5" 9' " ' " 5' 0" ' " 0' " 9' " 8' 5" ' " ' " ' 0" 8' 0" 8' " ' " ' 8" ' 8" 0' 5" 00PDS5-0 ' " 0' 9" 9' 8" ' 8" 5' " ' " 0' 5" 9' 8" 8' 8" 5' 0" ' " ' 5" 9' " 8' 5" ' " ' " ' 0" 0' 9" 550PDS5-0 ' 0" ' 0" 0' 8" 8' 5" ' " 5' " ' " 0' 8" 9' " ' " 5' " ' 9" 0' " 9' " 8' 5" ' 5" ' 5" ' " 00PDS5-0 ' " ' " 0' " 8' " ' " 5' 8" ' 9" 0' " 9' 0" ' 0" 5' 8" ' " 0' " 9' " 8' 8" ' 9" ' 8" ' " PDS5-9' 9" 9' 0" 8' 0" 0' " 9' " 8' " 8' 8" 8' 0" ' " 9' 0" 8' " ' " ' " ' 0" ' 0" ' " ' " ' 0" 50PDS5-0' 9" 9' " 8' 0" ' " ' " ' " 9' " 8' 0" ' " ' 5" ' " 9' 0" 8' " ' 8" ' " 0' " 9' " 8' " 50PDS5- ' " 0' 8" 9' " ' " 5' " ' 9" 0' " 9' " 8' " ' 0" ' 9" ' " 9' 0" 8' " ' " ' 0" ' 0" 0' 8" PDS5- ' 8" 0' 9" 9' 8" ' 8" 5' 5" ' " 0' 5" 9' 8" 8' 8" 5' 0" ' " ' " 9' " 8' 5" ' " ' " ' " 0' 0" 00PDS5- ' 0" ' " 9' " ' " 5' " ' " 0' 9" 9' " 8' " 5' 5" ' " ' 0" 9' 5" 8' 8" ' 0" ' " ' " ' " 550PDS5- ' " ' " ' 0" 9' 0" ' " 5' 0" ' 0" ' 0" 9' 0" ' " 5' 0" ' " 0' " 9' " 8' 8" ' " ' 0" ' 5" 00PDS5- ' " ' " ' " 9' " 8' " ' " ' " ' " 0' " ' " ' " ' " 0' " 9' 0" 8' 0" 5' " ' " ' 8" " e " Web stiffeners required at supports. psf psf 0 psf Lateral Support of Compression Flange Lateral Support of Compression Flange Lateral Support of Compression Flange Unsupported Midspan Unsupported Midspan Unsupported Midspan Joist Spacing o.c. Joist Spacing o.c. Joist Spacing o.c. Joist Spacing o.c. Joist Spacing o.c. Joist Spacing o.c. Ceiling Span Table Notes - For unbraced sections, allowable moment is based on 00 AISI Specification Section C.. with weak axis and torsional unbraced length assumed to be the listed span (completely unbraced). For mid-span braced sections, allowable moment based on 00 AISI Specification Section C.. with weak axis and torsional unbraced length assumed to be one-half of the listed span (bracing at midspan). - Web crippling calculation based on bearing length = inch. - Web crippling and shear capacity have not been reduced for punchouts. If web punchouts occur near support members must be checked for reduced shear and web crippling in accordance with the 00 AISI Specification. - Values are for simple span conditions.

38 ProSTUD ProSTUD Allowable Ceiling Spans Allowable Ceiling Spans - Deflection Limit L/0 psf psf 0 psf Lateral Support of Compression Flange Lateral Support of Compression Flange Lateral Support of Compression Flange Unsupported Midspan Unsupported Midspan Unsupported Midspan Joist Spacing o.c. Joist Spacing o.c. Joist Spacing o.c. Joist Spacing o.c. Joist Spacing o.c. Joist Spacing o.c. Section Fy, ksi PDS ' 0" ' " 5' 5" ' 0" ' " 5' 5" ' 0" 5' 5" ' 9" ' 0" 5' 5" ' 9" 5' " ' " ' 0" 5' " ' " ' 0" 50PDS ' " ' 8" ' " 9' " 8' 8" ' " ' 5" ' " ' " 8' " ' " ' 8" ' " ' 0" 5' " ' " ' 5" 5' " 50PDS ' " 8' 5" ' " ' 5" ' " 9' " 8' " ' " ' 8" 0' 0" 9' " 8' 8" e ' 0" ' " 5' 9" e 9' " 8' " e ' " e PDS ' " 8' " ' " ' 9" ' " 0' " 8' " ' " ' 9" ' " 0' " 8' 0" e ' " ' " 5' 9" e 9' 5" e 8' " e ' " e 00PDS ' 5" 8' 9" ' 0" ' " ' 0" 0' " e 8' " ' 0" ' " e ' " e 0' " e 9' " e ' " e ' 9" e ' 0" e 9' 0" e 8' " e ' " e PDS5-9 5 ' 5" ' 9" 5' " ' 5" ' 9" 5' " ' 5" 5' " 5' " ' " 5' " 5' " 5' 5" ' " ' " 5' 5" ' " ' " 50PDS ' " 8' 5" ' " 0' 5" 9' " 8' " 8' " ' " ' 0" 9' " 8' " ' " ' " ' 8" 5' " ' 8" ' 0" ' " 50PDS ' 0" 9' " 8' " ' 8" ' 5" 0' 0" 9' 0" 8' " ' " ' " 0' 0" 9' " ' " ' " ' " 0' " 9' " 8' 0" PDS ' " 9' 5" 8' 5" ' " ' 9" ' " 9' " 8' 5" ' " ' " ' " 9' 9" ' " ' " ' " 0' " 9' 5" 8' " 00PDS ' 5" 9' 8" 8' 8" ' " ' 9" ' 0" 9' 5" 8' 8" ' 0" ' " ' 0" 0' " 8' " ' " ' 0" ' " 0' " 8' 0" PDS5-5 ' 0" ' " ' " ' 0" ' " ' " ' 0" ' " 5' 5" ' 0" ' " 5' 5" 5' 9" 5' " ' " 5' 9" 5' " ' " 50PDS5-5 9' " 8' 8" ' 9" 0' 0" 9' 0" 8' " 8' 5" ' 9" ' 0" 9' 5" 8' " ' " ' " ' 9" ' 0" ' " ' " ' " 50PDS5-5 0' " 9' " 8' " ' " ' 0" ' " 9' " 8' " ' 8" ' " ' " 9' 9" 8' " ' 5" ' 8" 0' 5" 9' 5" 8' " PDS5-5 0' " 9' " 8' " ' " ' " ' " 9' " 8' " ' 9" ' 8" ' " 0' " 8' " ' " ' 9" 0' 8" 9' 8" 8' " 00PDS5-5 0' 8" 9' 0" 8' 0" 5' " ' 0" ' 5" 9' " 8' 0" ' " ' " ' 5" 0' " 8' " ' 9" ' " ' " 0' " 9' " 550PDS5-5 ' 9" 0' " 9' 0" ' 0" 5' " ' " 0' " 9' 0" 8' 9" 5' " ' " ' " 9' " 8' " ' 8" ' 0" ' " 0' " e 00PDS5-5 ' " ' " 0' " ' " 5' " ' " 0' 0" 0' " 9' 0" 5' 5" ' " ' 8" e 9' " 8' 9" ' 0" e ' 5" e ' " e 0' 0" e PDS5-0 8' " ' 0" ' 0" 8' " ' 0" ' 0" ' " ' 0" ' 0" ' " ' 0" ' 0" ' " 5' 9" 5' " ' " 5' 9" 5' " 50PDS5-0 0' " 9' " 8' " ' " 0' 0" 9' " 9' " 8' " ' 8" 0' 5" 9' " 8' " 8' 0" ' 5" ' 8" 8' 9" 8' 0" ' 0" 50PDS5-0 ' " 0' " 9' " 5' " ' " ' " 0' 0" 9' " 8' " ' " ' " 0' 9" 8' 9" 8' " ' " ' 5" 0' " 9' " PDS5-0 ' " 0' 5" 9' " 5' " ' " ' 8" 0' " 9' " 8' 5" ' " ' 8" ' " 8' 0" 8' " ' " ' 9" 0' 8" 9' " 00PDS5-0 ' " 0' 9" 9' 8" ' 8" 5' " ' 9" 0' 5" 9' 8" 8' 8" 5' 0" ' 9" ' 0" 9' " 8' 5" ' " ' 9" ' " 0' " 550PDS5-0 ' 0" ' 0" 0' 8" 8' 5" ' " 5' " ' " 0' 8" 9' " ' " 5' " ' 9" 0' " 9' " 8' 5" ' 5" ' 5" ' " 00PDS5-0 ' " ' " 0' " 8' " ' " 5' 8" ' 9" 0' " 9' 0" ' 0" 5' 8" ' " 0' " 9' " 8' 8" ' 9" ' 8" ' " PDS5-9' 0" 8' " ' " 9' 0" 8' " ' " ' 0" ' " ' " ' 0" ' " ' " ' 8" ' 0" 5' " ' 8" ' 0" 5' " 50PDS5-0' 9" 9' " 8' 0" ' 5" ' " 9' 0" 9' " 8' 0" ' " 0' 0" 9' 0" 8' " 8' " ' 8" ' " 9' " 8' " ' " 50PDS5- ' " 0' 8" 9' " ' " ' " ' 9" 0' " 9' " 8' " ' " ' 9" ' " 9' 0" 8' " ' " ' 0" 0' 9" 9' 5" PDS5- ' 8" 0' 9" 9' 8" ' " 5' 0" ' " 0' 5" 9' 8" 8' 8" ' 5" ' " ' " 9' " 8' 5" ' " ' " ' " 9' 8" 00PDS5- ' 0" ' " 9' " ' " 5' " ' " 0' 9" 9' " 8' " 5' 5" ' " ' 5" 9' 5" 8' 8" ' 0" ' " ' 0" 0' " 550PDS5- ' " ' " ' 0" 9' 0" ' " 5' 0" ' 0" ' 0" 9' 0" ' " 5' 0" ' " 0' " 9' " 8' 8" ' " ' 0" ' 5" 00PDS5- ' " ' " ' " 9' " 8' " ' " ' " ' " 0' " ' " ' " ' " 0' " 9' 0" 8' 0" 5' " ' " ' 8" " e " Web stiffeners required at supports. Ceiling Span Table Notes - For unbraced sections, allowable moment is based on 00 AISI Specification Section C.. with weak axis and torsional unbraced length assumed to be the listed span (completely unbraced). For mid-span braced sections, allowable moment based on 00 AISI Specification Section C.. with weak axis and torsional unbraced length assumed to be one-half of the listed span (bracing at midspan). - Web crippling calculation based on bearing length = inch. - Web crippling and shear capacity have not been reduced for punchouts. If web punchouts occur near support members must be checked for reduced shear and web crippling in accordance with the 00 AISI Specification. - Values are for simple span conditions. 8

39 Wall Height Summary Table Interior Non-Structural, Non Composite Wall Height Section Fy (ksi) Web: 5/8" Spacing 5 psf. psf.5 psf 0 psf.5 psf 5 psf 0 psf oc L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 S S S e 8 e 8 e e e e S S S S S S S S S Web: /" 50S e e 5 e e 5 0 e 50S e 0 e e e 5 0 e 5 5 e 5 5 e 5 e 50S e e 5 e e 5 0 e 5 e 5 e 5 5 e 5 e 5 e 5 e 5 e 5 e 5 e 50S S S S S S S S S Web: 5/8" S e 9 e 9 e 8 e 8 e 8 e 8 e 8 e 8 e 0 e 0 e 0 e S e 9 e 9 e 8 e 8 e 8 e 8 e 8 e 8 e 0 e 0 e 0 e e e e S5-8 9 e 9 e 9 e 8 e 8 e 8 e 8 e 8 e 8 e 0 e 0 e 0 e e e e 5 9 e 5 9 e 5 9 e 5 0 e 5 0 e 5 0 e S S S e 8 e 8 e 8 e 8 e 8 e S S S e e e S S S Table Notes on Pages 9-9

40 Wall Height Summary Table Interior Non-Structural, Non Composite Wall Height Section Fy (ksi) Spacing 5 psf. psf.5 psf 0 psf.5 psf 5 psf 0 psf oc L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 L/0 Web: " 00S5-8 9 e 9 e e 9 e 9 e e e e 9 e 0 5 e 0 5 e 0 5 e 9 e 9 e 9 e 8 e 8 e 8 e 5 e 5 e 5 e 00S5-8 0 e 0 e e e e e 0 5 e 0 5 e 0 5 e 9 e 9 e 9 e 8 e 8 e 8 e 5 e 5 e 5 e 5 e 5 e 5 e 00S e 0 5 e 0 5 e 9 0 e 9 0 e 9 0 e 8 e 8 e 8 e 5 e 5 e 5 e e e e 0 e 0 e 0 e 5 e 5 e 5 e 00S S e 8 e 8 e 00S e 8 e 8 e 8 e 8 e 8 e 0 e 0 e 0 e 00S S S e e e 00S S S e 8 e 8 e Web: " 00S5-8 e e e e e 9 e 0 e e 8 e 8 e 8 e 0 e e e 5 8 e 5 5 e 5 5 e 9 e e e e 00S5- e e 9 e 0 0 e 0 0 e e 8 e 8 e 0 e e e 5 e 8 e 8 e e e e e e e e 00S5-8 e 8 e 0 e e e 5 e 5 5 e 5 5 e 9 e e e e e e e 0 e 0 e 0 e 9 5 e 9 5 e 9 5 e 00S e 8 e 5 5 e 5 e 0 e 00S e 5 9 e 9 5 e 5 e 0 e e e e 00S e 8 e 5 5 e 5 e 0 e e e 0 e 9 e 9 e 9 e 0 e 0 e 0 e 00S e 5 e 5 00S e 5 e 5 e e e 00S e 5 e 5 e e e 9 e 9 e e 0 e 0 e 0 e Table Notes on Pages 9-9 0

41 Section Properties Structural Stud Member Design t Area (in ) Weight (lb/ft) lx (in ) Gross Effective Properties ksi Effective Properties 50 ksi Torsional Properties Sx (in ) Rx ly (in ) Ry lx (in ) Sx (in ) Ma (in-k) Vag (lb) Vanet (lb) lx (in ) Sx (in ) Ma (in-k) Vag (lb) Vanet (lb) Jx000 (in ) Cw (in ) Xo m Ro Beta 50S 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 * * Web-height to thickness ratio exceeds 00. Web Stiffeners are required at all support points and concentrated loads. * Yield point increased for cold-work of forming. Table Notes on Pages 9-9

42 Section Properties Structural Stud Member Design t Area (in ) Weight (lb/ft) lx (in ) Gross Effective Properties ksi Effective Properties 50 ksi Torsional Properties Sx (in ) Rx ly (in ) Ry lx (in ) Sx (in ) Ma (in-k) Vag (lb) Vanet (lb) lx (in ) Sx (in ) Ma (in-k) Vag (lb) Vanet (lb) Jx000 (in ) Cw (in ) Xo m Ro Beta 00S S * S * * S * * S * * S S S * S * 9.0..* 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 * * Web-height to thickness ratio exceeds 00. Web Stiffeners are required at all support points and concentrated loads. * Yield point increased for cold-work of forming. Table Notes on Pages 9-9

43 Section Properties Structural Stud Member Design t Area (in ) Weight (lb/ft) lx (in ) Gross Effective Properties ksi Effective Properties 50 ksi Torsional Properties Sx (in ) Rx ly (in ) Ry lx (in ) Sx (in ) Ma (in-k) Vag (lb) Vanet (lb) lx (in ) Sx (in ) Ma (in-k) Vag (lb) Vanet (lb) Jx000 (in ) Cw (in ) Xo m Ro Beta 95S 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 Web-height to thickness ratio exceeds 00. Web Stiffeners are required at all support points and concentrated loads. * Yield point increased for cold-work of forming. Table Notes on Pages 9-9

44 Section Properties Structural Track Member Design t Area (in ) Weight (lb/ft) lx (in ) Gross Effective Properties ksi Effective Properties 50 ksi Torsional Properties Sx (in ) Rx ly (in ) Ry lx (in ) Sx (in ) Ma (in-k) Vag (lb) lx (in ) Sx (in ) Ma (in-k) Vag (lb) Jx000 (in ) Cw (in ) Xo m Ro Beta 50T 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 Web-height to thickness ratio exceeds 00. Web Stiffeners are required at all support points and concentrated loads. * Section exceeds web height to width limit, only gross properties available. Table Notes on Pages 9-9

45 Section Properties Structural Track Member Design t Area (in ) Weight (lb/ft) lx (in ) Gross Effective Properties ksi Effective Properties 50 ksi Torsional Properties Sx (in ) Rx ly (in ) Ry lx (in ) Sx (in ) Ma (in-k) Vag (lb) lx (in ) Sx (in ) Ma (in-k) Vag (lb) Jx000 (in ) Cw (in ) Xo m Ro Beta 00T 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 Web-height to thickness ratio exceeds 00. Web Stiffeners are required at all support points and concentrated loads. * Section exceeds web height to width limit, only gross properties available. 5 Table Notes on Pages 9-9

46 Section Properties Structural Track Member Design t Area (in ) Weight (lb/ft) lx (in ) Gross Effective Properties ksi Effective Properties 50 ksi Torsional Properties Sx (in ) Rx ly (in ) Ry lx (in ) Sx (in ) Ma (in-k) Vag (lb) lx (in ) Sx (in ) Ma (in-k) Vag (lb) Jx000 (in ) Cw (in ) Xo m Ro Beta 800T 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 Web-height to thickness ratio exceeds 00. Web Stiffeners are required at all support points and concentrated loads. * Section exceeds web height to width limit, only gross properties available. Table Notes on Pages 9-9

47 Wall Height Summary Table Structural Wall Height Section Spacing Fy (ksi) oc 5 psf 5 psf 0 psf 5 psf 0 psf 0 psf 50 psf L/0 L/0 L/0 L/0 L/0 L/00 L/0 L/0 L/00 L/0 L/0 L/00 L/0 L/0 L/00 L/0 L/0 L/00 L/0 L/0 L/00 Web: /" CS: (FB=-5/8") 50S S e e 5 0 e 0 e 5 50S e e e 5 5 e 0 e 0 e 0 e 5 e 50S S S e S S S S S S S S S Web: 5/8" CS: (FB=-5/8") S e 9 5 e e 8 5 e 5 e S e 0 e e 9 5 e e 8 e e e e 9 e S e 9 5 e e 8 5 e 5 e 8 e 8 e 0 e 8 e 8 e e 5 e 5 e 5 e S S e 8 e S e 0 e e 0 e 0 e 5 e S S S S S S S S S Table Notes on Pages 9-9

48 Wall Height Summary Table Structural Wall Height Section Spacing Fy (ksi) oc 5 psf 5 psf 0 psf 5 psf 0 psf 0 psf 50 psf L/0 L/0 L/0 L/0 L/0 L/00 L/0 L/0 L/00 L/0 L/0 L/00 L/0 L/0 L/00 L/0 L/0 L/00 L/0 L/0 L/00 Web: " CS: (FB=-5/8") 00S e e 9 9 e 9 e 8 8 e 8 0 e 8 0 e 8 0 e 00S e 0 0 e 9 9 e 9 e 8 8 e 8 e 8 e 0 e 8 e 8 e e 00S e e 9 9 e 9 e 8 8 e 8 0 e 8 0 e 8 0 e 8 e 8 e e 0 e 0 e 0 e e e e 00S S e 9 e 00S e 9 e 8 8 e 8 e e 5 e 5 e e 00S S S S S S S S S Web: " CS: (FB=-5/8") 00S e 9 9 e 9 e e e e 5 e 5 e e 9 e 9 e e e e 0 e 00S e 9 e 5 0 e e e 5 e 5 0 e 8 e 9 e 9 e e e e 0 0 e 0 8 e 0 8 e 0 0 e 00S e 5 e e 9 e 9 e e e e 0 e e e 0 5 e 9 9 e 9 9 e 9 5 e 8 9 e 8 9 e 8 9 e 00S e 8 e 5 e e e 0 e 00S e 0 8 e e 9 8 e 5 e 5 e e 9 e e e 0 e 00S e 8 e 5 e e e 0 e e 5 e e 9 e 9 e 0 e 0 e 0 e 9 e 00S S S e e 0 00S S S S S S

49 Wall Height Summary Table Structural Wall Height Section Spacing Fy (ksi) oc 5 psf 5 psf 0 psf 5 psf 0 psf 0 psf 50 psf L/0 L/0 L/0 L/0 L/0 L/00 L/0 L/0 L/00 L/0 L/0 L/00 L/0 L/0 L/00 L/0 L/0 L/00 L/0 L/0 L/00 Web: /" JW: (FB=") 50S e 0 e 5 50S e 0 e 5 9 e e 5 e 50S e 0 e 5 e e e 5 8 e 5 e 5 e 5 e 8 e 50S S S e e 5 50S S S S S S S S S Web: 5/8" JW: (FB=") S e e e 9 0 e 8 e 8 0 e 8 0 e 0 e S e 0 8 e e 9 0 e 8 e 8 e 8 e 8 e e e e S e e e 9 0 e 8 e 8 0 e 8 0 e 0 e 8 0 e 8 0 e 5 e 0 e 0 e 9 e e e e S S e 9 e 9 S e 9 e e 8 5 e e e e 9 e S S S S S S S S S Table Notes on Pages 9-9 9

50 Wall Height Summary Table Structural Wall Height Section Spacing Fy (ksi) oc 5 psf 5 psf 0 psf 5 psf 0 psf 0 psf 50 psf L/0 L/0 L/0 L/0 L/0 L/00 L/0 L/0 L/00 L/0 L/0 L/00 L/0 L/0 L/00 L/0 L/0 L/00 L/0 L/0 L/00 Web: " JW: (FB=") 00S e e e e 0 5 e 9 e 9 e 9 e 8 e 00S e 5 e e 5 e e 0 5 e 9 e 9 0 e 9 0 e 8 e 8 e 8 e 8 e 00S e e e 0 5 e 9 e 9 e 9 e 8 e 8 e 8 e 8 0 e e e e e e e 00S e S e 0 8 e e 9 9 e 8 5 e 00S e e 0 e e 8 0 e e e e e 00S S S S S S S S S Web: " JW: (FB=") 00S e 0 e 0 e 8 e 5 8 e 8 e e e e e 8 e e e 5 e 0 e 0 e e 00S e 8 e 5 8 e e e e 5 8 e 5 8 e e e e 5 e 5 e 5 e e e e 0 e 00S e e 8 e e e 5 e 0 e 0 e e 8 e 8 e 0 0 e 0 e 0 e 9 e 9 e 9 e 9 e 00S e e 9 e 5 0 e e e 5 e 5 0 e e 00S e e e 5 e e e 8 e 8 e e e e e 00S e 9 e 5 0 e e e 5 e 5 0 e e 0 e 0 e e 0 e 0 e 0 9 e 0 9 e 0 9 e 0 0 e 00S S S e 9 e 9 e S S S S S S Table Notes on Pages

51 Wall Height Summary Table Structural Wall Height Section Spacing Fy (ksi) oc 5 psf 5 psf 0 psf 5 psf 0 psf 0 psf 50 psf L/0 L/0 L/0 L/0 L/0 L/00 L/0 L/0 L/00 L/0 L/0 L/00 L/0 L/0 L/00 L/0 L/0 L/00 L/0 L/0 L/00 Web: /" JE: (FB= /") 50S S S e e S S S S S S S S S Web: 5/8" JE: (FB= /") S S e 0 e e 9 5 e 8 S e 9 e 8 8 e 8 e 9 e 8 e 8 e e S S S S S S S S S Table Notes on Pages 9-9

52 Wall Height Summary Table Structural Wall Height Section Spacing Fy (ksi) oc 5 psf 5 psf 0 psf 5 psf 0 psf 0 psf 50 psf L/0 L/0 L/0 L/0 L/0 L/00 L/0 L/0 L/00 L/0 L/0 L/00 L/0 L/0 L/00 L/0 L/0 L/00 L/0 L/0 L/00 Web: " JE: (FB= /") 00S e e S e e e 0 0 e 8 0 e 00S e e e 0 e 9 e 9 e 9 e 8 e 8 e 8 e 9 e 00S S S S S S S S S Web: " JE: (FB= /") 00S e e 8 e e e e 5 e 5 e e 00S50-9 e 9 9 e e 5 5 e e e 5 e 5 e e e e 0 e 00S e 8 e e e e 5 e 5 e e e e 5 e e e e 0 e 0 e 0 e 00S S S e e e 00S S S S S S Table Notes on Page 9-9 5

53 Allowable Combined Bending & Axial 5 psf Lateral Load Wall Spacing 50S-mils (Fy) 50S00-mils (Fy) 50S50-mils (Fy) Ht. (ft) o.c. - () - () () - () () Wall Spacing S-mils (Fy) S00-mils (Fy) S50-mils (Fy) Ht. (ft) o.c. - () - () () - () () Combined Loading Allowable Axial Load Table Notes. Allowable axial loads listed in kips ( kip = 000 lb).. Allowable axial loads determined in accordance with section C5 of the NASPEC, with section D used for treatment of punchouts.. Listed lateral pressures and axial loads have not been modified for strength checks based on wind/earthquake or multiple transient loads.. Allowable axial loads based on bracing KyLy = KtLt = 8 inches. 5. Superscripts represent exceeded deflection: = L/0 exceeded; = L/0 exceeded; = L/0 exceeded; exceeded = L/00 exceeded; = L/0. Lateral pressures have been multiplied by 0. for deflection checks for pressures > 5 psf.. Studs are assumed to be adequately braced to develop full allowable bending moment, Ma. 8. Check end reactions for web crippling. 5

54 Allowable Combined Bending & Axial 5 psf Lateral Load Wall Spacing 00S-mils (Fy) 00S00-mils (Fy) 00S50-mils (Fy) Ht. (ft) o.c. - () - () () - () () Wall Spacing 00S-mils (Fy) 00S00-mils (Fy) 00S50-mils (Fy) Ht. (ft) o.c. - () - () () - () () Combined Loading Allowable Axial Load Table Notes. Allowable axial loads listed in kips ( kip = 000 lb).. Allowable axial loads determined in accordance with section C5 of the NASPEC, with section D used for treatment of punchouts.. Listed lateral pressures and axial loads have not been modified for strength checks based on wind/earthquake or multiple transient loads.. Allowable axial loads based on bracing KyLy = KtLt = 8 inches. 5. Superscripts represent exceeded deflection: = L/0 exceeded; = L/0 exceeded; = L/0 exceeded; exceeded = L/00 exceeded; = L/0. Lateral pressures have been multiplied by 0. for deflection checks for pressures > 5 psf.. Studs are assumed to be adequately braced to develop full allowable bending moment, Ma. 8. Check end reactions for web crippling. 5

55 Allowable Combined Bending & Axial 5 psf Lateral Load Wall Spacing 50S-mils (Fy) 50S00-mils (Fy) 50S50-mils (Fy) Ht. (ft) o.c. - () - () () - () () Wall Spacing S-mils (Fy) S00-mils (Fy) S50-mils (Fy) Ht. (ft) o.c. - () - () () - () () Combined Loading Allowable Axial Load Table Notes. Allowable axial loads listed in kips ( kip = 000 lb).. Allowable axial loads determined in accordance with section C5 of the NASPEC, with section D used for treatment of punchouts.. Listed lateral pressures and axial loads have not been modified for strength checks based on wind/earthquake or multiple transient loads.. Allowable axial loads based on bracing KyLy = KtLt = 8 inches. 5. Superscripts represent exceeded deflection: = L/0 exceeded; = L/0 exceeded; = L/0 exceeded; exceeded = L/00 exceeded; = L/0. Lateral pressures have been multiplied by 0. for deflection checks for pressures > 5 psf.. Studs are assumed to be adequately braced to develop full allowable bending moment, Ma. 8. Check end reactions for web crippling. 55

56 Allowable Combined Bending & Axial 5 psf Lateral Load Wall Spacing 00S-mils (Fy) 00S00-mils (Fy) 00S50-mils (Fy) Ht. (ft) o.c. - () - () () - () () Wall Spacing 00S-mils (Fy) 00S00-mils (Fy) 00S50-mils (Fy) Ht. (ft) o.c. - () - () () - () () Combined Loading Allowable Axial Load Table Notes. Allowable axial loads listed in kips ( kip = 000 lb).. Allowable axial loads determined in accordance with section C5 of the NASPEC, with section D used for treatment of punchouts.. Listed lateral pressures and axial loads have not been modified for strength checks based on wind/earthquake or multiple transient loads.. Allowable axial loads based on bracing KyLy = KtLt = 8 inches. 5. Superscripts represent exceeded deflection: = L/0 exceeded; = L/0 exceeded; = L/0 exceeded; exceeded = L/00 exceeded; = L/0. Lateral pressures have been multiplied by 0. for deflection checks for pressures > 5 psf.. Studs are assumed to be adequately braced to develop full allowable bending moment, Ma. 8. Check end reactions for web crippling. 5

57 Allowable Combined Bending & Axial 0 psf Lateral Load Wall Spacing 50S-mils (Fy) 50S00-mils (Fy) 50S50-mils (Fy) Ht. (ft) o.c. - () - () () - () () Wall Spacing S-mils (Fy) S00-mils (Fy) S50-mils (Fy) Ht. (ft) o.c. - () - () () - () () Combined Loading Allowable Axial Load Table Notes. Allowable axial loads listed in kips ( kip = 000 lb).. Allowable axial loads determined in accordance with section C5 of the NASPEC, with section D used for treatment of punchouts.. Listed lateral pressures and axial loads have not been modified for strength checks based on wind/earthquake or multiple transient loads.. Allowable axial loads based on bracing KyLy = KtLt = 8 inches. 5. Superscripts represent exceeded deflection: = L/0 exceeded; = L/0 exceeded; = L/0 exceeded; exceeded = L/00 exceeded; = L/0. Lateral pressures have been multiplied by 0. for deflection checks for pressures > 5 psf.. Studs are assumed to be adequately braced to develop full allowable bending moment, Ma. 8. Check end reactions for web crippling. 5

58 Allowable Combined Bending & Axial 0 psf Lateral Load Wall Spacing 00S-mils (Fy) 00S00-mils (Fy) 00S50-mils (Fy) Ht. (ft) o.c. - () - () () - () () Wall Spacing 00S-mils (Fy) 00S00-mils (Fy) 00S50-mils (Fy) Ht. (ft) o.c. - () - () () - () () Combined Loading Allowable Axial Load Table Notes. Allowable axial loads listed in kips ( kip = 000 lb).. Allowable axial loads determined in accordance with section C5 of the NASPEC, with section D used for treatment of punchouts.. Listed lateral pressures and axial loads have not been modified for strength checks based on wind/earthquake or multiple transient loads.. Allowable axial loads based on bracing KyLy = KtLt = 8 inches. 5. Superscripts represent exceeded deflection: = L/0 exceeded; = L/0 exceeded; = L/0 exceeded; exceeded = L/00 exceeded; = L/0. Lateral pressures have been multiplied by 0. for deflection checks for pressures > 5 psf.. Studs are assumed to be adequately braced to develop full allowable bending moment, Ma. 8. Check end reactions for web crippling. 58

59 Allowable Combined Bending & Axial 5 psf Lateral Load Wall Spacing 50S-mils (Fy) 50S00-mils (Fy) 50S50-mils (Fy) Ht. (ft) o.c. - () - () () - () () Wall Spacing S-mils (Fy) S00-mils (Fy) S50-mils (Fy) Ht. (ft) o.c. - () - () () - () () Combined Loading Allowable Axial Load Table Notes. Allowable axial loads listed in kips ( kip = 000 lb).. Allowable axial loads determined in accordance with section C5 of the NASPEC, with section D used for treatment of punchouts.. Listed lateral pressures and axial loads have not been modified for strength checks based on wind/earthquake or multiple transient loads.. Allowable axial loads based on bracing KyLy = KtLt = 8 inches. 5. Superscripts represent exceeded deflection: = L/0 exceeded; = L/0 exceeded; = L/0 exceeded; exceeded = L/00 exceeded; = L/0. Lateral pressures have been multiplied by 0. for deflection checks for pressures > 5 psf.. Studs are assumed to be adequately braced to develop full allowable bending moment, Ma. 8. Check end reactions for web crippling. 59

60 Allowable Combined Bending & Axial 5 psf Lateral Load Wall Spacing 00S-mils (Fy) 00S00-mils (Fy) 00S50-mils (Fy) Ht. (ft) o.c. - () - () () - () () Wall Spacing 00S-mils (Fy) 00S00-mils (Fy) 00S50-mils (Fy) Ht. (ft) o.c. - () - () () - () () Combined Loading Allowable Axial Load Table Notes. Allowable axial loads listed in kips ( kip = 000 lb).. Allowable axial loads determined in accordance with section C5 of the NASPEC, with section D used for treatment of punchouts.. Listed lateral pressures and axial loads have not been modified for strength checks based on wind/earthquake or multiple transient loads.. Allowable axial loads based on bracing KyLy = KtLt = 8 inches. 5. Superscripts represent exceeded deflection: = L/0 exceeded; = L/0 exceeded; = L/0 exceeded; exceeded = L/00 exceeded; = L/0. Lateral pressures have been multiplied by 0. for deflection checks for pressures > 5 psf.. Studs are assumed to be adequately braced to develop full allowable bending moment, Ma. 8. Check end reactions for web crippling. 0

61 Allowable Combined Bending & Axial 0 psf Lateral Load Wall Spacing 50S-mils (Fy) 50S00-mils (Fy) 50S50-mils (Fy) Ht. (ft) o.c. - () - () () - () () Wall Spacing S-mils (Fy) S00-mils (Fy) S50-mils (Fy) Ht. (ft) o.c. - () - () () - () () Combined Loading Allowable Axial Load Table Notes. Allowable axial loads listed in kips ( kip = 000 lb).. Allowable axial loads determined in accordance with section C5 of the NASPEC, with section D used for treatment of punchouts.. Listed lateral pressures and axial loads have not been modified for strength checks based on wind/earthquake or multiple transient loads.. Allowable axial loads based on bracing KyLy = KtLt = 8 inches. 5. Superscripts represent exceeded deflection: = L/0 exceeded; = L/0 exceeded; = L/0 exceeded; exceeded = L/00 exceeded; = L/0. Lateral pressures have been multiplied by 0. for deflection checks for pressures > 5 psf.. Studs are assumed to be adequately braced to develop full allowable bending moment, Ma. 8. Check end reactions for web crippling.

62 Allowable Combined Bending & Axial 0 psf Lateral Load Wall Spacing 00S-mils (Fy) 00S00-mils (Fy) 00S50-mils (Fy) Ht. (ft) o.c. - () - () () - () () Wall Spacing 00S-mils (Fy) 00S00-mils (Fy) 00S50-mils (Fy) Ht. (ft) o.c. - () - () () - () () Combined Loading Allowable Axial Load Table Notes. Allowable axial loads listed in kips ( kip = 000 lb).. Allowable axial loads determined in accordance with section C5 of the NASPEC, with section D used for treatment of punchouts.. Listed lateral pressures and axial loads have not been modified for strength checks based on wind/earthquake or multiple transient loads.. Allowable axial loads based on bracing KyLy = KtLt = 8 inches. 5. Superscripts represent exceeded deflection: = L/0 exceeded; = L/0 exceeded; = L/0 exceeded; exceeded = L/00 exceeded; = L/0. Lateral pressures have been multiplied by 0. for deflection checks for pressures > 5 psf.. Studs are assumed to be adequately braced to develop full allowable moment, Ma. 8. Check end reactions for web crippling.

63 Allowable Combined Bending & Axial 0 psf Lateral Load Wall Spacing 50S-mils (Fy) 50S00-mils (Fy) 50S50-mils (Fy) Ht. (ft) o.c. - () - () () - () () Wall Spacing S-mils (Fy) S00-mils (Fy) S50-mils (Fy) Ht. (ft) o.c. - () - () () - () () Combined Loading Allowable Axial Load Table Notes. Allowable axial loads listed in kips ( kip = 000 lb).. Allowable axial loads determined in accordance with section C5 of the NASPEC, with section D used for treatment of punchouts.. Listed lateral pressures and axial loads have not been modified for strength checks based on wind/earthquake or multiple transient loads.. Allowable axial loads based on bracing KyLy = KtLt = 8 inches. 5. Superscripts represent exceeded deflection: = L/0 exceeded; = L/0 exceeded; = L/0 exceeded; exceeded = L/00 exceeded; = L/0. Lateral pressures have been multiplied by 0. for deflection checks for pressures > 5 psf.. Studs are assumed to be adequately braced to develop full allowable bending moment, Ma. 8. Check end reactions for web crippling.

64 Allowable Combined Bending & Axial 0 psf Lateral Load Wall Spacing 00S-mils (Fy) 00S00-mils (Fy) 00S50-mils (Fy) Ht. (ft) o.c. - () - () () - () () Wall Spacing 00S-mils (Fy) 00S00-mils (Fy) 00S50-mils (Fy) Ht. (ft) o.c. - () - () () - () () Combined Loading Allowable Axial Load Table Notes. Allowable axial loads listed in kips ( kip = 000 lb).. Allowable axial loads determined in accordance with section C5 of the NASPEC, with section D used for treatment of punchouts.. Listed lateral pressures and axial loads have not been modified for strength checks based on wind/earthquake or multiple transient loads.. Allowable axial loads based on bracing KyLy = KtLt = 8 inches. 5. Superscripts represent exceeded deflection: = L/0 exceeded; = L/0 exceeded; = L/0 exceeded; exceeded = L/00 exceeded; = L/0. Lateral pressures have been multiplied by 0. for deflection checks for pressures > 5 psf.. Studs are assumed to be adequately braced to develop full allowable bending moment, Ma. 8. Check end reactions for web crippling.

65 Allowable Combined Bending & Axial 50 psf Lateral Load Wall Spacing 50S-mils (Fy) 50S00-mils (Fy) 50S50-mils (Fy) Ht. (ft) o.c. - () - () () - () () Wall Spacing S-mils (Fy) S00-mils (Fy) S50-mils (Fy) Ht. (ft) o.c. - () - () () - () () Combined Loading Allowable Axial Load Table Notes. Allowable axial loads listed in kips ( kip = 000 lb).. Allowable axial loads determined in accordance with section C5 of the NASPEC, with section D used for treatment of punchouts.. Listed lateral pressures and axial loads have not been modified for strength checks based on wind/earthquake or multiple transient loads.. Allowable axial loads based on bracing KyLy = KtLt = 8 inches. 5. Superscripts represent exceeded deflection: = L/0 exceeded; = L/0 exceeded; = L/0 exceeded; exceeded = L/00 exceeded; = L/0. Lateral pressures have been multiplied by 0. for deflection checks for pressures > 5 psf.. Studs are assumed to be adequately braced to develop full allowable bending moment, Ma. 8. Check end reactions for web crippling. 5

66 Allowable Combined Bending & Axial 50 psf Lateral Load Wall Spacing 00S-mils (Fy) 00S00-mils (Fy) 00S50-mils (Fy) Ht. (ft) o.c. - () - () () - () () Wall Spacing 00S-mils (Fy) 00S00-mils (Fy) 00S50-mils (Fy) Ht. (ft) o.c. - () - () () - () () Combined Loading Allowable Axial Load Table Notes. Allowable axial loads listed in kips ( kip = 000 lb).. Allowable axial loads determined in accordance with section C5 of the NASPEC, with section D used for treatment of punchouts.. Listed lateral pressures and axial loads have not been modified for strength checks based on wind/earthquake or multiple transient loads.. Allowable axial loads based on bracing KyLy = KtLt = 8 inches. 5. Superscripts represent exceeded deflection: = L/0 exceeded; = L/0 exceeded; = L/0 exceeded; exceeded = L/00 exceeded; = L/0. Lateral pressures have been multiplied by 0. for deflection checks for pressures > 5 psf.. Studs are assumed to be adequately braced to develop full allowable bending moment, Ma. 8. Check end reactions for web crippling.

67 Allowable Floor Joist Spans 0 psf Dead Load 0 psf Live Load L/0 Live Load Deflection L/80 Live Load Deflection Section Fy (ksi) Single Span Two Equal Spans Single Span Two Equal Spans Spacing Spacing Spacing Spacing 50S i 8 i i i 5 i i 50S i 8 i i i 0 i i 50S i i 8 8 i 50S i 0 i i 50S i 9 i 8 i i i 50S S S S S S S S S S i 9 5 i 8 i i 9 5 i 8 i S i 9 0 i 8 0 i i 9 0 i 8 0 i S i i 9 0 i i 0 9 i 9 0 i S i 0 i 9 8 i i i 9 8 i S i i 9 i i i 9 i S S S i S S S S S S S i 9 i 8 i i 9 i 8 i 00S i 0 5 i 8 i i 0 5 i 8 i 00S- 9 i 9 i 9 i i i 9 i 00S i i 0 i i i 0 i 00S i 0 i 0 i i 0 i 0 i 00S S i S i S S S S S S Table Notes on Page 9-9

68 Allowable Floor Joist Spans 0 psf Dead Load 0 psf Live Load L/0 Live Load Deflection L/80 Live Load Deflection Section Fy (ksi) Single Span Two Equal Spans Single Span Two Equal Spans Spacing Spacing Spacing Spacing 00S e e 5 i 9 i a 0 e e 5 i 9 i a 00S00- e e 8 e i i 8 a e 8 e i i 8 a 00S- 5 e 9 i 8 i i 5 5 i 5 i i 00S e 9 i i 0 i i 9 i 0 i 00S50-8 e 0 i 5 i i 5 e 9 i 5 i i 00S i S i i 00S i 8 0 i i 00S S S S S S S- 9 e e 0 e 9 a a 0 a 5 e e 0 e 9 a a 0 a 5S00-8 e 5 8 e 9 e 8 a 5 a 5 a 5 e 5 8 e 9 e 8 a 5 a 5 a 5S- 9 0 e 0 0 i i i 8 5 e 0 0 i i i 5S e i 9 i 5 9 i e i 9 i 5 9 i 5S e e 0 i 9 9 i i e i 9 9 i i 5S i 9 0 i i 5S i 0 0 i i 5S i 0 0 i i 5S i S S i S S S S- 8 e 5 e e 8 a a 0 9 a 8 e 5 e e 8 a a 0 9 a 800S00-8 e 5 e 5 e 8 5 a 5 a a 8 0 e 5 e 5 e 8 5 a 5 a a 800S e i 8 i 5 0 i e i 8 i 5 0 i 800S e 0 e 0 i 0 8 i 0 i e i 0 8 i 0 i 800S e 0 e 0 i 0 0 i 0 a 5 9 e 0 e 0 i 0 0 i 0 a 800S i i 0 i i 8 8 i 800S i 8 i i 800S i 5 9 i i i 0 5 i 800S i S i S i S S S Table Notes on Pages 9-9 8

69 Allowable Floor Joist Spans 0 psf Dead Load 0 psf Live Load L/0 Live Load Deflection L/80 Live Load Deflection Section Fy (ksi) Single Span Two Equal Spans Single Span Two Equal Spans Spacing Spacing Spacing Spacing 95S- 9 0 e e i 9 0 i i e e i 9 0 i i 95S00- e e i i a e e i i a 95S e e 8 e 5 8 i i 8 a 0 0 e 8 e 5 8 i i 8 a 95S i i i 5 8 i 0 0 i 95S i i 0 i i 0 i 95S i 8 i i i i 0 i 95S i i i 95S i 0 i i 95S i i i 95S S S S- e 0 9 e e a 0 9 a 5 a e 0 9 e e a 0 9 a 5 a 000S e 0 e 8 0 e 5 5 a 0 a 0 a e e 8 0 e 5 5 a 0 a 0 a 000S50-8 e e 8 0 e 8 a a a 5 e e 8 0 e 8 a a a 000S i i 0 i i 5 i i 000S i 9 i 0 i i i i 000S i 0 i 5 0 i i 8 0 i i 000S i i i 000S i 8 i i 000S i 9 0 i i 000S S S S-5 50 e 8 e 5 0 e 5 a 0 a 5 a 8 e 0 e 9 e a 9 a 5 a 00S e 9 e e 0 a a a 9 e e 9 e a 0 a a 00S e e 9 e 0 a 9 a a e 8 e 9 e 5 0 a 9 a a 00S i i 9 8 i i 9 i 00S i 5 i 5 i i 8 i 00S i i 8 i i 0 i 00S i S i S i Table Notes on Pages 9-9

70 Allowable Floor Joist Spans 0 psf Dead Load 0 psf Live Load L/0 Live Load Deflection L/80 Live Load Deflection Section Fy (ksi) Single Span Two Equal Spans Single Span Two Equal Spans Spacing Spacing Spacing Spacing 50S i 8 i 5 5 i i i 5 5 i 50S i 0 i 5 8 i 8 5 i 0 i 5 8 i 50S i i 5 9 i 50S i 8 i 9 i i i 50S i 8 i 0 i i i 50S S S S S S S S S S e 9 5 i 8 i 8 i e 9 5 i 8 i 8 i S e 9 0 i 8 i 0 i e 9 0 i 8 i 0 i S i 9 i 0 i i 9 i 0 i S i 0 i 8 5 i i 9 i 8 5 i S i 0 i 8 i i 0 5 i 8 i S i S i S i S S S S S S S e 9 i 8 i 0 i e 9 i 8 i 0 i 00S e 0 5 i 9 0 i i e 0 5 i 9 0 i i 00S i 0 i 8 i i 0 i 8 i 00S i 0 0 i 8 0 i i 0 8 i 8 0 i 00S i i 9 i i i 9 i 00S i S i S i S S S S S S Table Notes on Pages 9-9 0

71 Allowable Floor Joist Spans 0 psf Dead Load 0 psf Live Load L/0 Live Load Deflection L/80 Live Load Deflection Section Fy (ksi) Single Span Two Equal Spans Single Span Two Equal Spans Spacing Spacing Spacing Spacing 00S- 9 e e 9 9 e 9 i i 9 5 a e e 9 9 e 9 i i 9 5 a 00S00- e 5 e 0 e i 5 a 9 8 a e e 0 e i 5 a 9 8 a 00S e 8 i 5 i 9 i e 5 i i 9 i 00S e i 8 i 0 i 0 e i i 0 i 00S e e 5 i 5 i i 5 0 e 0 i 5 i i 00S i 5 0 i 00S i 5 i i 00S i 5 9 i i 00S S S i S S S S- e e 0 e a a 8 a e e 0 e a a 8 a 5S e e e 5 a a 9 a 5 e e e 5 a a 9 a 5S- 5 0 e e i 5 0 i i 5 9 e i 5 0 i i 5S00-8 e 8 e 9 i 9 i 8 a 5 e e 8 8 i 9 i 8 a 5S50-9 e 0 e 9 9 i i 0 a 5 9 e 9 e 9 i i 0 a 5S i 9 0 i i i 5 i 5S i 0 0 i i i 5 i 5S i 0 0 i 8 i i i 5S i S i S i i 5S S S S- 5 e e 0 0 e a 9 a 8 8 a 5 e e 0 0 e a 9 a 8 8 a 800S00-5 e e e 5 a a 8 a 5 e e e 5 a a 8 a 800S e e 8 i 5 0 i a e e 8 i 5 0 i a 800S e 0 e e 0 8 i 0 i a 8 0 e e 0 i 0 i a 800S50-0 e 8 0 e 8 e 0 0 i 8 0 i 8 a e 8 e 0 0 i 8 0 i 8 a 800S i 0 i i i i 800S i 8 i 8 i i i 800S i i 9 i i 0 i 800S i i 800S i S i i i 800S S S Table Notes on Pages 9-9

72 Allowable Floor Joist Spans 0 psf Dead Load 0 psf Live Load L/0 Live Load Deflection L/80 Live Load Deflection Section Fy (ksi) Single Span Two Equal Spans Single Span Two Equal Spans Spacing Spacing Spacing Spacing 95S- 9 0 e e 0 e 9 0 i i a 9 0 e e 0 e 9 0 i i a 95S00- e 8 e e i 8 i 0 a 9 e 8 e e i 8 i 0 a 95S50- e 9 e 5 9 e i 9 a 5 a 0 e 9 e 5 9 e i 9 a 5 a 95S i 0 i 9 0 i i 0 0 i 8 i 95S i i 9 9 i i 0 i 9 i 95S i 5 i 0 0 i 0 5 i 0 i 0 i 95S i 9 i i 95S i 9 i i 95S i 9 i i 95S S S S- 0 9 e e 8 e 0 9 a 0 a a 0 e e 8 e 0 9 a 0 a a 000S00-0 e 9 e 5 e 0 a 8 a 0 a e 9 e 5 e 0 a 8 a 0 a 000S50- e 0 0 e e a 9 0 a a e 0 0 e e a 9 0 a a 000S i i 9 0 i i i 9 i 000S i 5 i 0 8 i i i 0 i 000S i i 8 i i i 5 i 000S i i i 000S i i i 000S i 5 i i 0 i 000S S S S-5 50 e 5 0 e 0 e 0 a 9 a 0 0 a 5 0 e 9 e 9 0 e 8 a 5 a 0 0 a 00S e e 9 e a 0 a a e 9 e 0 9 e 9 a 8 a a 00S e e e 9 a 8 a a e 9 e e 0 a 9 a a 00S i 0 i 5 8 i i i 00S i 0 i i i 5 i 00S i i 5 i i 0 i i 00S i S i S i Table Notes on Pages 9-9

73 Allowable Floor Joist Spans 0 psf Dead Load 0 psf Live Load L/0 Live Load Deflection L/80 Live Load Deflection Section Fy (ksi) Single Span Two Equal Spans Single Span Two Equal Spans Spacing Spacing Spacing Spacing 50S i 0 i 0 i i 5 i 0 i 50S i i 5 i i i 5 i 50S- 5 9 i i 5 i i 5 i 50S i 5 i i i 5 i 50S i 8 i i 5 5 i i i 50S S S S S S S S S S e 8 5 i i 5 i e 8 5 i i 5 i S e 8 0 i i i 8 e 8 0 i i i S i 8 i 0 i i 8 i 0 i S i 9 i i i 9 0 i i S i 9 5 i 8 i i 9 5 i 8 i S i S i S i i S S S S S S S e e 8 0 i 8 i i 8 e 8 0 i 8 i i 00S e e 9 i 8 i i 8 9 e e 9 i 8 i i 00S i 9 i 5 i i 9 i 5 i 00S i 9 9 i i i 9 8 i i 00S i 0 0 i 8 i i 0 0 i 8 i 00S i S i i 00S i 0 i i 00S S S S S S Table Notes on Page 9-9

74 Allowable Floor Joist Spans 0 psf Dead Load 0 psf Live Load L/0 Live Load Deflection L/80 Live Load Deflection Section Fy (ksi) Single Span Two Equal Spans Single Span Two Equal Spans Spacing Spacing Spacing Spacing 00S- e 0 8 e 8 9 e i 0 8 a 8 a e 0 e 8 9 e i 0 8 a 8 a 00S00-0 e e 9 e 0 a 0 a 8 a e 0 0 e 9 e 0 a 0 a 8 a 00S- 8 5 e 0 e i i 0 i e i 8 i 0 i 00S00-0 e 0 9 e 5 i i 0 9 a e i i 0 9 a 00S e 0 e 5 i i 0 a e 0 0 e 5 i i 0 a 00S i 0 i 0 0 i 00S i 8 i i 00S i i i 0 i 0 i 00S i S i S i i 00S S S S- 0 e e 9 e a 0 a a 0 e e 9 e a 0 a a 5S00-0 e e 9 e a 0 a 9 a 0 e e 9 e a 0 a 9 a 5S- 5 e 5 e 0 e 5 i 5 i 0 a 0 e 0 e 5 i 5 i 0 a 5S00- e e e i i a 5 9 e 0 e i i a 5S50- e 5 e e 8 i 5 i a 5 9 e e e 8 i 5 i a 5S i i 0 i i 9 i 5S i 8 i 5 i i 5 i 5S i 8 i i i 5 0 i 5S i i i 5S i i 5S i 0 i i 5S S S S- 8 e 0 e 9 e a 0 0 a a 8 e 0 e 9 e a 0 0 a a 800S00-8 e 8 e 9 e 9 a 0 a a 8 e 8 e 9 e 9 a 0 a a 800S- 5 e e e 5 i i a 5 5 e 0 e e 5 i i a 800S e 0 e e 8 5 i 0 a a e 0 e e 8 i 0 a a 800S50-8 e e e 8 i a a 0 e 5 e e 8 i a a 800S i 8 8 i 5 8 i i i 0 i 800S i 9 8 i i i i 5 i 800S i 0 5 i 5 i i 8 i i 800S i i i 800S i 8 i i 800S i 9 i i 800S S S Table Notes on Pages 9-9

75 Allowable Floor Joist Spans 0 psf Dead Load 0 psf Live Load L/0 Live Load Deflection L/80 Live Load Deflection Section Fy (ksi) Single Span Two Equal Spans Single Span Two Equal Spans Spacing Spacing Spacing Spacing 95S- 9 e 5 5 e e 9 i 5 a a e 5 5 e e 9 i 5 a a 95S e e e 8 0 i 5 a a 8 e e e 8 0 i 5 a a 95S50-9 e e e 9 a 5 a a 9 e e e 9 a 5 a a 95S i 0 9 i 0 i i 9 0 i i 95S i 8 i 8 i i 9 0 i i 95S e 5 i 0 i 8 8 i i 0 i 8 i 95S i i 9 9 i i i 95S i 8 i 0 8 i i 8 9 i 95S i 9 i i i 9 i 95S i S i S S- 8 e e e 8 a 5 a a 8 e e e 8 a 5 a a 000S e e e 9 a 5 9 a 8 a 9 e e e 9 a 5 9 a 8 a 000S e 0 e e 9 a a 0 a 0 e 0 e e 9 a a 0 a 000S e 5 i 8 i 9 i i 0 i i 000S e 5 i i 8 5 i i i 8 5 i 000S e i 9 i 9 i e i i 9 i 000S i 0 i 0 9 i i 9 i 000S i 5 i i i 9 i 000S i i 0 i 5 8 i 0 i 000S i S i S i S e 9 e 9 e 8 a 8 a 9 a 9 e 0 8 e 8 0 e 5 a a 9 a 00S e 9 e 0 e 8 9 a a 8 a 9 e e 8 0 e 8 a a 8 a 00S e 9 e 0 9 e 9 a a 8 a 9 e e 9 e 9 a a 8 a 00S i 9 i 0 i i 5 i 0 i 00S i 8 i i i i i 00S i 0 0 i i i i i 00S i i 00S i i 00S i i 5 Table Notes on Pages 9-9

76 0 psf Dead Load 50 psf Live Load L/0 Live Load Deflection L/80 Live Load Deflection Section Single Span Two Equal Spans Single Span Two Equal Spans Fy (ksi) Spacing Spacing Spacing Spacing 50S i 5 5 i 5 i i 5 5 i 5 i 50S e i 5 8 i 8 i i 5 8 i 8 i 50S i i 5 5 i i 5 i 50S i 9 i 5 i 5 i i 5 i 50S i 0 i 5 9 i 5 5 i 8 i 5 9 i 50S S S i S S S S S S S- 8 8 e 5 5 e 8 i 8 i 5 5 i 5 5 e 8 i 8 i 5 5 i S e 5 8 e 8 0 i 0 i 5 8 i 0 e 5 8 e 8 0 i 0 i 5 8 i S i 0 i 5 i i 0 i 5 i S i 8 5 i 0 i i 8 i 0 i S i 8 i 0 i i 8 i 0 i S i S i i S i 9 i i S S S S S S S- 8 0 e 5 9 e 8 i 0 i 5 9 a 8 0 e 5 9 e 8 i 0 i 5 9 a 00S00-8 e 0 e 8 i i 0 a 8 e 0 e 8 i i 0 a 00S i 8 i 9 i i 8 i 9 i 00S e 0 i 8 0 i i i 8 0 i i 00S e 0 i 9 i 5 i e 0 5 i 9 i 5 i 00S i 8 9 i i 00S i 9 i i 00S i 9 9 i i 00S S S i S S S Table Notes on Page 85 Allowable Floor Joist Spans 0 psf Dead Load 50 psf Live Load L/0 Live Load Deflection L/80 Live Load Deflection Section Fy (ksi) Single Span Two Equal Spans Single Span Two Equal Spans Spacing Spacing Spacing Spacing 50S i 5 5 i 5 i i 5 5 i 5 i 50S e i 5 8 i 8 i i 5 8 i 8 i 50S i i 5 5 i i 5 i 50S i 9 i 5 i 5 i i 5 i 50S i 0 i 5 9 i 5 5 i 8 i 5 9 i 50S S S i S S S S S S S- 8 8 e 5 5 e 8 i 8 i 5 5 i 5 5 e 8 i 8 i 5 5 i S e 5 8 e 8 0 i 0 i 5 8 i 0 e 5 8 e 8 0 i 0 i 5 8 i S i 0 i 5 i i 0 i 5 i S i 8 5 i 0 i i 8 i 0 i S i 8 i 0 i i 8 i 0 i S i S i i S i 9 i i S S S S S S S- 8 0 e 5 9 e 8 i 0 i 5 9 a 8 0 e 5 9 e 8 i 0 i 5 9 a 00S00-8 e 0 e 8 i i 0 a 8 e 0 e 8 i i 0 a 00S i 8 i 9 i i 8 i 9 i 00S e 0 i 8 0 i i i 8 0 i i 00S e 0 i 9 i 5 i e 0 5 i 9 i 5 i 00S i 8 9 i i 00S i 9 i i 00S i 9 9 i i 00S S S i S S S Table Notes on Pages 9-9

77 0 psf Dead Load 50 psf Live Load L/0 Live Load Deflection L/80 Live Load Deflection Section Single Span Two Equal Spans Single Span Two Equal Spans Fy (ksi) Spacing Spacing Spacing Spacing 00S- e 9 9 e 8 0 e a 9 5 a a 0 e 9 e 8 0 e a 9 5 a a 00S00-8 e 0 e 8 e 8 a 9 8 a a e 0 0 e 8 e 8 a 9 8 a a 00S- 8 e 9 8 e i 9 i 9 8 a 0 5 e 9 e i 9 i 9 8 a 00S00-0 e 9 9 e 0 i 0 i 9 9 a 0 e 9 e i 0 i 9 9 a 00S50- e e 0 0 e i i 0 0 a 8 e 0 0 e i i 0 0 a 00S i i i 0 i 00S i i 9 i i i 00S i 5 i i i i 00S i S i S i i 0 0 i 00S S S S- 0 e 0 e 8 e 0 a 8 a a 0 e 0 e 8 e 0 a 8 a a 5S00-9 e e 8 9 e 5 a 9 a 9 a 9 e e 8 9 e 5 a 9 a 9 a 5S- e e 0 0 e i i 0 0 a e e 0 0 e i i 0 0 a 5S e 8 e e 5 9 i 8 a 0 a 0 e 9 e e 5 9 i 8 a 0 a 5S50- e 0 e 5 e i 0 a a 8 e e 5 e i 0 a a 5S i i i 0 i i 9 i 5S i i 9 i 5 8 i 5 i 5 i 5S i i 5 i i 5 i i 5S i 5 i i 5S i 5 0 i i 5S i i i 5S S S S- e 0 0 e e 0 9 a 8 8 a a e 0 0 e e 0 9 a 8 8 a a 800S00-5 e e e a 8 a a 5 e e e a 8 a a 800S- 5 0 e e 0 e 5 0 i a 0 a e e 0 e 5 0 i a 0 a 800S00-8 e e e 0 i a 0 a 5 e 9 e e 0 i a 0 a 800S50-0 e 8 e 0 e 0 a 8 a a 5 0 e e 0 e 0 a 8 a a 800S i i i i 5 9 i 9 i 800S i 8 i 5 9 i 9 8 i i i 800S e 0 i 9 0 i 5 i i i 5 i 800S i i i 800S i i i 800S i 0 i i i i 800S S S PB Table Notes on Page 85 Allowable Floor Joist Spans 0 psf Dead Load 50 psf Live Load L/0 Live Load Deflection L/80 Live Load Deflection Section Fy (ksi) Single Span Two Equal Spans Single Span Two Equal Spans Spacing Spacing Spacing Spacing 00S- e 9 9 e 8 0 e a 9 5 a a 0 e 9 e 8 0 e a 9 5 a a 00S00-8 e 0 e 8 e 8 a 9 8 a a e 0 0 e 8 e 8 a 9 8 a a 00S- 8 e 9 8 e i 9 i 9 8 a 0 5 e 9 e i 9 i 9 8 a 00S00-0 e 9 9 e 0 i 0 i 9 9 a 0 e 9 e i 0 i 9 9 a 00S50- e e 0 0 e i i 0 0 a 8 e 0 0 e i i 0 0 a 00S i i i 0 i 00S i i 9 i i i 00S i 5 i i i i 00S i S i S i i 0 0 i 00S S S S- 0 e 0 e 8 e 0 a 8 a a 0 e 0 e 8 e 0 a 8 a a 5S00-9 e e 8 9 e 5 a 9 a 9 a 9 e e 8 9 e 5 a 9 a 9 a 5S- e e 0 0 e i i 0 0 a e e 0 0 e i i 0 0 a 5S e 8 e e 5 9 i 8 a 0 a 0 e 9 e e 5 9 i 8 a 0 a 5S50- e 0 e 5 e i 0 a a 8 e e 5 e i 0 a a 5S i i i 0 i i 9 i 5S i i 9 i 5 8 i 5 i 5 i 5S i i 5 i i 5 i i 5S i 5 i i 5S i 5 0 i i 5S i i i 5S S S S- e 0 0 e e 0 9 a 8 8 a a e 0 0 e e 0 9 a 8 8 a a 800S00-5 e e e a 8 a a 5 e e e a 8 a a 800S- 5 0 e e 0 e 5 0 i a 0 a e e 0 e 5 0 i a 0 a 800S00-8 e e e 0 i a 0 a 5 e 9 e e 0 i a 0 a 800S50-0 e 8 e 0 e 0 a 8 a a 5 0 e e 0 e 0 a 8 a a 800S i i i i 5 9 i 9 i 800S i 8 i 5 9 i 9 8 i i i 800S e 0 i 9 0 i 5 i i i 5 i 800S i i i 800S i i i 800S i 0 i i i i 800S S S Table Notes on Pages 9-9

78 0 psf Dead Load 50 psf Live Load L/0 Live Load Deflection L/80 Live Load Deflection Section Single Span Two Equal Spans Single Span Two Equal Spans Fy (ksi) Spacing Spacing Spacing Spacing 95S- e 0 e e i a 0 a 0 e 0 e e i a 0 a 95S00- e e e a 0 a 0 5 a 9 e e e a 0 a 0 5 a 95S50-8 e 5 9 e 0 e 8 a 5 a 0 8 a 9 e 5 9 e 0 e 8 a 5 a 0 8 a 95S e i 9 0 i 5 i i i 5 5 i 95S e i 9 9 i i 8 5 e 0 i 8 5 i i 95S e i 0 0 i i e i 9 5 i i 95S i 0 i 8 i i 8 i 95S i i 9 i i 5 i 95S i i 0 i i 8 i 95S i S i S i S- e 8 e e 5 a a 9 a e 8 e e 5 a a 9 a 000S e 5 e 8 e 0 a 0 a 0 a 0 e 5 e 8 e 0 a 0 a 0 a 000S e e e a a 0 5 a 8 0 e e e a a 0 5 a 000S e 8 i 9 0 i 5 i 8 8 e 0 i 8 8 i 5 i 000S e 8 i 0 8 i i e i 9 i i 000S e 5 0 i 8 i 0 i e 9 i 0 8 i 0 i 000S i i 8 i i 9 i 000S i i 0 i i i 8 i 000S i 5 i i i i 9 5 i 000S i S i S i S-5 50 e e 0 e 5 a 0 0 a 5 a e 9 e 9 e 8 a 0 0 a 5 a 00S e 0 e 8 e a a 5 0 a 0 e 0 0 e e 9 a a 5 0 a 00S e e 8 e a a 0 a e 0 0 e 8 e 5 9 a a 0 a 00S i 5 8 i 0 i i 5 i 0 5 i 00S e 9 i 0 i i i 5 i i 00S e 0 9 i 5 i i i 5 5 i i 00S i 5 i i 00S i i 0 i 00S i i i Table Notes on Page 85 8 Allowable Floor Joist Spans 0 psf Dead Load 50 psf Live Load L/0 Live Load Deflection L/80 Live Load Deflection Section Fy (ksi) Single Span Two Equal Spans Single Span Two Equal Spans Spacing Spacing Spacing Spacing 95S- e 0 e e i a 0 a 0 e 0 e e i a 0 a 95S00- e e e a 0 a 0 5 a 9 e e e a 0 a 0 5 a 95S50-8 e 5 9 e 0 e 8 a 5 a 0 8 a 9 e 5 9 e 0 e 8 a 5 a 0 8 a 95S e i 9 0 i 5 i i i 5 5 i 95S e i 9 9 i i 8 5 e 0 i 8 5 i i 95S e i 0 0 i i e i 9 5 i i 95S i 0 i 8 i i 8 i 95S i i 9 i i 5 i 95S i i 0 i i 8 i 95S i S i S i S- e 8 e e 5 a a 9 a e 8 e e 5 a a 9 a 000S e 5 e 8 e 0 a 0 a 0 a 0 e 5 e 8 e 0 a 0 a 0 a 000S e e e a a 0 5 a 8 0 e e e a a 0 5 a 000S e 8 i 9 0 i 5 i 8 8 e 0 i 8 8 i 5 i 000S e 8 i 0 8 i i e i 9 i i 000S e 5 0 i 8 i 0 i e 9 i 0 8 i 0 i 000S i i 8 i i 9 i 000S i i 0 i i i 8 i 000S i 5 i i i i 9 5 i 000S i S i S i S-5 50 e e 0 e 5 a 0 0 a 5 a e 9 e 9 e 8 a 0 0 a 5 a 00S e 0 e 8 e a a 5 0 a 0 e 0 0 e e 9 a a 5 0 a 00S e e 8 e a a 0 a e 0 0 e 8 e 5 9 a a 0 a 00S i 5 8 i 0 i i 5 i 0 5 i 00S e 9 i 0 i i i 5 i i 00S e 0 9 i 5 i i i 5 5 i i 00S i 5 i i 00S i i 0 i 00S i i i Table Notes on Pages 9-9 8

79 5 psf Dead Load 5 psf Live Load L/0 Live Load Deflection L/80 Live Load Deflection Section Single Span Two Equal Spans Single Span Two Equal Spans Fy (ksi) Spacing Spacing Spacing Spacing 50S- e e e i i a e e e i i a 50S00- e 9 e e i 9 i a e 9 e e i 9 i a 50S- 9 e 5 0 i i i 5 e 0 i i i 50S e 5 i 5 i i e 5 i 5 i i 50S e 5 i i 9 i e 5 i i 9 i 50S i i i 50S i 9 i i 50S i 5 9 i i i i 50S i S i S i i 50S S S S- 5 0 e e e 5 0 a a a 5 0 e e e 5 0 a a a S00-5 e e 9 e 5 a a 9 a 5 e e 9 e 5 a a 9 a S- 5 5 e e 5 i 5 i a e e 5 i 5 i a S00- e 5 e e i 5 i a 0 5 e e i 5 i a S50- e 5 8 e e i 5 8 i a e 5 8 e e i 5 8 i a S i 0 i 5 i i i 5 5 i S i i 5 i i i 5 9 i S i 5 i i i i i S i 5 i i S i 9 i 5 9 i S i 8 i 0 i i i S S S S- 5 e e 9 e 5 a a 9 a 5 e e 9 e 5 a a 9 a 00S00-5 e 0 e e 5 a 0 a a 5 e 0 e e 5 a 0 a a 00S- e 5 5 e 5 e i 5 5 i 5 a e 5 5 e 5 e i 5 5 i 5 a 00S00-9 e 5 0 e 9 e 9 i 5 0 i 9 a e 5 0 e 9 e 9 i 5 0 i 9 a 00S50- e 5 e 0 e i 5 i 0 a 0 e 5 e 0 e i 5 i 0 a 00S i i 5 i i 9 i 5 i 00S i 8 i i i i i 00S i 0 i 5 i i i 5 i 00S i i 0 i 5 5 i i 00S i 8 5 i i i 8 i 00S i 8 0 i 5 i i 0 i 00S S S PB Table Notes on Page 85 Allowable Floor Joist Spans 5 psf Dead Load 5 psf Live Load L/0 Live Load Deflection L/80 Live Load Deflection Section Fy (ksi) Single Span Two Equal Spans Single Span Two Equal Spans Spacing Spacing Spacing Spacing 50S- e e e i i a e e e i i a 50S00- e 9 e e i 9 i a e 9 e e i 9 i a 50S- 9 e 5 0 i i i 5 e 0 i i i 50S e 5 i 5 i i e 5 i 5 i i 50S e 5 i i 9 i e 5 i i 9 i 50S i i i 50S i 9 i i 50S i 5 9 i i i i 50S i S i S i i 50S S S S- 5 0 e e e 5 0 a a a 5 0 e e e 5 0 a a a S00-5 e e 9 e 5 a a 9 a 5 e e 9 e 5 a a 9 a S- 5 5 e e 5 i 5 i a e e 5 i 5 i a S00- e 5 e e i 5 i a 0 5 e e i 5 i a S50- e 5 8 e e i 5 8 i a e 5 8 e e i 5 8 i a S i 0 i 5 i i i 5 5 i S i i 5 i i i 5 9 i S i 5 i i i i i S i 5 i i S i 9 i 5 9 i S i 8 i 0 i i i S S S S- 5 e e 9 e 5 a a 9 a 5 e e 9 e 5 a a 9 a 00S00-5 e 0 e e 5 a 0 a a 5 e 0 e e 5 a 0 a a 00S- e 5 5 e 5 e i 5 5 i 5 a e 5 5 e 5 e i 5 5 i 5 a 00S00-9 e 5 0 e 9 e 9 i 5 0 i 9 a e 5 0 e 9 e 9 i 5 0 i 9 a 00S50- e 5 e 0 e i 5 i 0 a 0 e 5 e 0 e i 5 i 0 a 00S i i 5 i i 9 i 5 i 00S i 8 i i i i i 00S i 0 i 5 i i i 5 i 00S i i 0 i 5 5 i i 00S i 8 5 i i i 8 i 00S i 8 0 i 5 i i 0 i 00S S S Table Notes on Page 9-9

80 5 psf Dead Load 5 psf Live Load L/0 Live Load Deflection L/80 Live Load Deflection Section Single Span Two Equal Spans Single Span Two Equal Spans Fy (ksi) Spacing Spacing Spacing Spacing 00S- e 5 e e a 5 a 8 a e 5 e e a 5 a 8 a 00S00-8 e e e 5 a 5 a 8 a 8 e e e 5 a 5 a 8 a 00S- 8 e 9 e e 8 a 9 a a 8 e 8 e e 8 a 9 a a 00S00-9 e 0 e 5 e 9 a 0 a a 8 e 0 e 5 e 9 a 0 a a 00S50-9 e 8 e e 9 a 8 a a 9 e 8 e e 9 a 8 a a 00S e i 0 i 8 i 9 8 e 0 i 9 i 8 i 00S e 0 i 0 5 i 8 i e 0 9 i 9 9 i 8 i 00S e 8 8 e i 0 8 i 8 9 a 9 9 e i 0 i 8 9 a 00S i 0 i 9 i i 9 i 8 8 i 00S i i 0 i i 0 5 i 9 i 00S i i 9 i i 0 i 9 i 00S i i 00S i i 00S i i 5S- e 5 e 9 e 5 9 a a 0 a e 5 e 9 e 5 9 a a 0 a 5S00- e 5 e 9 e 0 a a 0 a e 5 e 9 e 0 a a 0 a 5S- 9 e 8 0 e e 9 a a 5 8 a 9 e 8 0 e e 9 a a 5 8 a 5S00-0 e 8 e e 9 a 8 a 0 a 0 e 8 e e 9 a 8 a 0 a 5S50-0 e 9 e e 0 a 8 a 0 a 0 e 9 e e 0 a 8 a 0 a 5S e 8 0 e i 0 0 i 8 0 a 0 9 e 8 e 0 i 0 9 i 8 0 a 5S e 9 8 e 8 i i 9 a 0 e 8 0 e 5 i i 9 a 5S e e 9 e i i 9 8 a 0 e 9 e i 9 i 9 8 a 5S e 0 i i 0 i i i 0 i 5S e 8 i i 8 i i i 0 i 5S e 5 i 0 i i e 0 i 8 i i 5S i i i 5S i 0 i i 5S i i i 800S- 9 e 5 e 5 e 5 5 a a 9 a 9 e 5 e 5 e 5 5 a a 9 a 800S00-9 e 5 e 5 e 5 5 a a 9 a 9 e 5 e 5 e 5 5 a a 9 a 800S- 9 0 e 8 e e 9 a a 5 a 9 0 e 8 e e 9 a a 5 a 800S00-0 e 9 e e 9 0 a 8 0 a 5 0 a 0 e 9 e e 9 0 a 8 0 a 5 0 a 800S50- e 9 8 e e 9 a 8 0 a 5 0 a e 9 8 e e 9 a 8 0 a 5 0 a 800S-5 50 e e 9 e i i 9 0 a 0 e 9 0 e 9 i i 9 0 a 800S e 0 e 0 e i a 9 a 0 0 e 9 e i i 9 a 800S e e 0 5 e 9 i 8 a 9 a e 9 e 0 i 8 a 9 a 800S e 5 i i 0 i 9 9 e 0 i i 0 i 800S e 5 i 5 i i 8 0 e 5 i i i 800S e i 0 i i e 5 i 8 i 0 i 800S i 5 i i i i 800S i i 0 9 i 800S i 8 i i i Table Notes on Page Allowable Floor Joist Spans 5 psf Dead Load 5 psf Live Load L/0 Live Load Deflection L/80 Live Load Deflection Section Fy (ksi) Single Span Two Equal Spans Single Span Two Equal Spans Spacing Spacing Spacing Spacing 00S- e 5 e e a 5 a 8 a e 5 e e a 5 a 8 a 00S00-8 e e e 5 a 5 a 8 a 8 e e e 5 a 5 a 8 a 00S- 8 e 9 e e 8 a 9 a a 8 e 8 e e 8 a 9 a a 00S00-9 e 0 e 5 e 9 a 0 a a 8 e 0 e 5 e 9 a 0 a a 00S50-9 e 8 e e 9 a 8 a a 9 e 8 e e 9 a 8 a a 00S e i 0 i 8 i 9 8 e 0 i 9 i 8 i 00S e 0 i 0 5 i 8 i e 0 9 i 9 9 i 8 i 00S e 8 8 e i 0 8 i 8 9 a 9 9 e i 0 i 8 9 a 00S i 0 i 9 i i 9 i 8 8 i 00S i i 0 i i 0 5 i 9 i 00S i i 9 i i 0 i 9 i 00S i i 00S i i 00S i i 5S- e 5 e 9 e 5 9 a a 0 a e 5 e 9 e 5 9 a a 0 a 5S00- e 5 e 9 e 0 a a 0 a e 5 e 9 e 0 a a 0 a 5S- 9 e 8 0 e e 9 a a 5 8 a 9 e 8 0 e e 9 a a 5 8 a 5S00-0 e 8 e e 9 a 8 a 0 a 0 e 8 e e 9 a 8 a 0 a 5S50-0 e 9 e e 0 a 8 a 0 a 0 e 9 e e 0 a 8 a 0 a 5S e 8 0 e i 0 0 i 8 0 a 0 9 e 8 e 0 i 0 9 i 8 0 a 5S e 9 8 e 8 i i 9 a 0 e 8 0 e 5 i i 9 a 5S e e 9 e i i 9 8 a 0 e 9 e i 9 i 9 8 a 5S e 0 i i 0 i i i 0 i 5S e 8 i i 8 i i i 0 i 5S e 5 i 0 i i e 0 i 8 i i 5S i i i 5S i 0 i i 5S i i i 800S- 9 e 5 e 5 e 5 5 a a 9 a 9 e 5 e 5 e 5 5 a a 9 a 800S00-9 e 5 e 5 e 5 5 a a 9 a 9 e 5 e 5 e 5 5 a a 9 a 800S- 9 0 e 8 e e 9 a a 5 a 9 0 e 8 e e 9 a a 5 a 800S00-0 e 9 e e 9 0 a 8 0 a 5 0 a 0 e 9 e e 9 0 a 8 0 a 5 0 a 800S50- e 9 8 e e 9 a 8 0 a 5 0 a e 9 8 e e 9 a 8 0 a 5 0 a 800S-5 50 e e 9 e i i 9 0 a 0 e 9 0 e 9 i i 9 0 a 800S e 0 e 0 e i a 9 a 0 0 e 9 e i i 9 a 800S e e 0 5 e 9 i 8 a 9 a e 9 e 0 i 8 a 9 a 800S e 5 i i 0 i 9 9 e 0 i i 0 i 800S e 5 i 5 i i 8 0 e 5 i i i 800S e i 0 i i e 5 i 8 i 0 i 800S i 5 i i i i 800S i i 0 9 i 800S i 8 i i i Table Notes on Pages

81 5 psf Dead Load 5 psf Live Load L/0 Live Load Deflection L/80 Live Load Deflection Section Single Span Two Equal Spans Single Span Two Equal Spans Fy (ksi) Spacing Spacing Spacing Spacing 95S- 0 e 9 e e 9 0 a a 5 a 0 e 9 e e 9 0 a a 5 a 95S00- e 9 8 e e 9 a 5 a 5 a e 9 8 e e 9 a 5 a 5 a 95S50- e 9 8 e e 9 a a 5 a e 9 8 e e 9 a a 5 a 95S e 5 e 0 e i 9 i 8 9 a 9 e e 0 e i 9 i 8 9 a 95S e e 0 e 9 i i 8 a e e 0 e 9 i i 8 a 95S e 8 e e 5 i 5 a 9 a 0 e 9 e e 5 i 5 a 9 a 95S e 9 i i 0 i 9 0 e 5 i i 0 i 95S e e 9 i 5 5 i a 5 5 e i 8 i a 95S e e 8 i 5 i 5 a 5 8 e i 5 i 5 a 95S i i i i 9 i 95S i 8 i 5 i i i 95S i 8 0 i i i 5 0 i 000S- e 8 e 0 e 8 0 a 0 a 9 a e 8 e 0 e 8 0 a 0 a 9 a 000S00-9 e 8 e 0 e 9 0 a a 9 a 9 e 8 e 0 e 9 0 a a 9 a 000S50- e 8 e 0 e 9 a a 9 a e 8 e 0 e 9 a a 9 a 000S e 0 e 0 e i 8 i 8 a e e 0 e i 8 i 8 a 000S e e 0 e 8 i i 8 9 a e 0 e 0 e 8 i i 8 9 a 000S e e e 5 i a 8 a e e e 5 i a 8 a 000S e 5 e i 5 i 5 a 8 e 5 i i 5 a 000S e e 8 i i a 5 e e i 5 i a 000S e 0 e 9 0 i i 0 a 0 e 9 e 8 0 i i 0 a 000S i 8 i 5 i 5 8 i 9 i 8 i 000S i 9 i i i i 5 i 000S i 0 i i 0 8 i 5 i 00S-5 50 e e 9 0 e 0 a a 0 a 5 e e 9 0 e 0 a a 0 a 00S e 9 e 9 0 e a a 0 a e 9 e 9 0 e a a 0 a 00S e 9 e 9 0 e a a 0 a e 9 e 9 0 e a a 0 a 00S e 0 e 9 e 9 5 i 9 i a 5 e 5 e 9 0 i 9 i a 00S e e e 0 i i 0 a 0 e 0 e 9 9 i i 0 a 00S e e 8 e 0 8 i 5 i a 8 e 8 e e 0 i 5 i a 00S i 0 i i i 9 i i 00S e i i 8 i i 0 i 9 i 00S e 5 i i 8 i i i 8 5 i PB Table Notes on Page 85 Allowable Floor Joist Spans 5 psf Dead Load 5 psf Live Load L/0 Live Load Deflection L/80 Live Load Deflection Section Fy (ksi) Single Span Two Equal Spans Single Span Two Equal Spans Spacing Spacing Spacing Spacing 95S- 0 e 9 e e 9 0 a a 5 a 0 e 9 e e 9 0 a a 5 a 95S00- e 9 8 e e 9 a 5 a 5 a e 9 8 e e 9 a 5 a 5 a 95S50- e 9 8 e e 9 a a 5 a e 9 8 e e 9 a a 5 a 95S e 5 e 0 e i 9 i 8 9 a 9 e e 0 e i 9 i 8 9 a 95S e e 0 e 9 i i 8 a e e 0 e 9 i i 8 a 95S e 8 e e 5 i 5 a 9 a 0 e 9 e e 5 i 5 a 9 a 95S e 9 i i 0 i 9 0 e 5 i i 0 i 95S e e 9 i 5 5 i a 5 5 e i 8 i a 95S e e 8 i 5 i 5 a 5 8 e i 5 i 5 a 95S i i i i 9 i 95S i 8 i 5 i i i 95S i 8 0 i i i 5 0 i 000S- e 8 e 0 e 8 0 a 0 a 9 a e 8 e 0 e 8 0 a 0 a 9 a 000S00-9 e 8 e 0 e 9 0 a a 9 a 9 e 8 e 0 e 9 0 a a 9 a 000S50- e 8 e 0 e 9 a a 9 a e 8 e 0 e 9 a a 9 a 000S e 0 e 0 e i 8 i 8 a e e 0 e i 8 i 8 a 000S e e 0 e 8 i i 8 9 a e 0 e 0 e 8 i i 8 9 a 000S e e e 5 i a 8 a e e e 5 i a 8 a 000S e 5 e i 5 i 5 a 8 e 5 i i 5 a 000S e e 8 i i a 5 e e i 5 i a 000S e 0 e 9 0 i i 0 a 0 e 9 e 8 0 i i 0 a 000S i 8 i 5 i 5 8 i 9 i 8 i 000S i 9 i i i i 5 i 000S i 0 i i 0 8 i 5 i 00S-5 50 e e 9 0 e 0 a a 0 a 5 e e 9 0 e 0 a a 0 a 00S e 9 e 9 0 e a a 0 a e 9 e 9 0 e a a 0 a 00S e 9 e 9 0 e a a 0 a e 9 e 9 0 e a a 0 a 00S e 0 e 9 e 9 5 i 9 i a 5 e 5 e 9 0 i 9 i a 00S e e e 0 i i 0 a 0 e 0 e 9 9 i i 0 a 00S e e 8 e 0 8 i 5 i a 8 e 8 e e 0 i 5 i a 00S i 0 i i i 9 i i 00S e i i 8 i i 0 i 9 i 00S e 5 i i 8 i i i 8 5 i 8 Table Notes on Pages 9-9

82 L/0 Live Load Deflection L/80 Live Load Deflection Single Span Two Equal Spans Single Span Two Equal Spans Section Fy (ksi) Spacing Spacing Spacing Spacing 50S- 9 e e 8 e 9 i i 8 a 9 e e 8 e 9 i i 8 a 50S00-0 e 5 e 0 e 0 i 5 a 0 a 0 e 5 e 0 e 0 i 5 a 0 a 50S- 0 e i 0 i i e i 0 i i 50S00-9 e e 9 i i i e e 9 i i i 50S50-0 e 5 e 0 i i 5 i 0 e 5 e 0 i i 5 i 50S i 5 i i i i 50S i 5 5 i 5 i i 5 0 i i 50S i 5 i i i 5 i i 50S i 0 i i 50S i 5 i i 50S i 5 i i 50S S S S- e 0 e e a 0 a a e 0 e e a 0 a a S00-0 e e 5 e 0 a a 5 a 0 e e 5 e 0 a a 5 a S- 5 5 e 9 e 0 e 5 5 i 9 i 0 a 5 5 e 9 e 0 e 5 5 i 9 i 0 a S e 5 e e 5 0 i 5 i a 5 0 e 5 e e 5 0 i 5 i a S50-0 e 5 e e 0 i 5 a a 0 e 5 e e 0 i 5 a a S i i 5 i i i 5 i S i 8 i 5 5 i i i 5 5 i S i 0 i 5 i i 0 i 5 i S i i 5 i i 5 0 i S i 9 i i 5 9 i i S i i 5 i i i 5 i S i S i S i S- e e 5 e a a 5 a e e 5 e a a 5 a 00S00-5 e 5 e e 5 a 5 a a 5 e 5 e e 5 a 5 a a 00S- 5 9 e 5 0 e e 5 9 i 5 0 i a 5 9 e 5 0 e e 5 9 i 5 0 i a 00S00- e 5 e e i 5 a a e 5 e e i 5 a a 00S50- e 5 e e i 5 a a e 5 e e i 5 a a 00S i 9 i 5 i i 9 i 5 i 00S i i 5 9 i i i 5 9 i 00S e 8 i i 5 i e 8 i i 5 i 00S i 8 i i 5 5 i i i 00S i 8 i 9 i i i 8 i 00S i 8 5 i 0 i 8 0 i 8 0 i 0 i 00S i S i S i i Table Notes on Page 85 8 Allowable Floor Joist Spans 0 psf Dead Load 5 psf Live Load L/0 Live Load Deflection L/80 Live Load Deflection Section Fy (ksi) Single Span Two Equal Spans Single Span Two Equal Spans Spacing Spacing Spacing Spacing 50S- 9 e e 8 e 9 i i 8 a 9 e e 8 e 9 i i 8 a 50S00-0 e 5 e 0 e 0 i 5 a 0 a 0 e 5 e 0 e 0 i 5 a 0 a 50S- 0 e i 0 i i e i 0 i i 50S00-9 e e 9 i i i e e 9 i i i 50S50-0 e 5 e 0 i i 5 i 0 e 5 e 0 i i 5 i 50S i 5 i i i i 50S i 5 5 i 5 i i 5 0 i i 50S i 5 i i i 5 i i 50S i 0 i i 50S i 5 i i 50S i 5 i i 50S S S S- e 0 e e a 0 a a e 0 e e a 0 a a S00-0 e e 5 e 0 a a 5 a 0 e e 5 e 0 a a 5 a S- 5 5 e 9 e 0 e 5 5 i 9 i 0 a 5 5 e 9 e 0 e 5 5 i 9 i 0 a S e 5 e e 5 0 i 5 i a 5 0 e 5 e e 5 0 i 5 i a S50-0 e 5 e e 0 i 5 a a 0 e 5 e e 0 i 5 a a S i i 5 i i i 5 i S i 8 i 5 5 i i i 5 5 i S i 0 i 5 i i 0 i 5 i S i i 5 i i 5 0 i S i 9 i i 5 9 i i S i i 5 i i i 5 i S i S i S i S- e e 5 e a a 5 a e e 5 e a a 5 a 00S00-5 e 5 e e 5 a 5 a a 5 e 5 e e 5 a 5 a a 00S- 5 9 e 5 0 e e 5 9 i 5 0 i a 5 9 e 5 0 e e 5 9 i 5 0 i a 00S00- e 5 e e i 5 a a e 5 e e i 5 a a 00S50- e 5 e e i 5 a a e 5 e e i 5 a a 00S i 9 i 5 i i 9 i 5 i 00S i i 5 9 i i i 5 9 i 00S e 8 i i 5 i e 8 i i 5 i 00S i 8 i i 5 5 i i i 00S i 8 i 9 i i i 8 i 00S i 8 5 i 0 i 8 0 i 8 0 i 0 i 00S i S i S i i Table Notes on Pages 9-9 8

83 Allowable Floor Joist Spans 0 psf Dead Load 5 psf Live Load L/0 Live Load Deflection L/80 Live Load Deflection Section Fy (ksi) Single Span Two Equal Spans Single Span Two Equal Spans Spacing Spacing Spacing Spacing 00S- 9 e 5 0 e 0 e 5 a 5 a a 9 e 5 0 e 0 e 5 a 5 a a 00S00- e 5 0 e 0 e 5 8 a a a e 5 0 e 0 e 5 8 a a a 00S- 8 e e 5 0 e 8 a a 5 5 a 8 e e 5 0 e 8 a a 5 5 a 00S00-8 e e 5 e 8 a a 5 5 a 8 e e 5 e 8 a a 5 5 a 00S50-8 e 5 e e 8 a a 5 a 8 e 5 e e 8 a a 5 a 00S e 0 e i 9 i 0 a 9 8 e 0 i 9 i 0 a 00S e 0 e i 9 i 0 a e e 0 9 i 9 i 0 a 00S e 8 0 e i 9 0 i 8 0 a 9 9 e e i 9 0 i 8 0 a 00S e 0 i 0 i 8 i i 9 i 8 8 i 00S e 8 i i 9 5 i i 0 5 i 9 i 00S e i i 9 i e i 0 i 9 i 00S i 0 i i 00S i i i 00S i 5 i 9 i i 0 8 i 5S- e 9 e e 5 a 0 a a e 9 e e 5 a 0 a a 5S00- e 9 e e 5 a 0 a a e 9 e e 5 a 0 a a 5S- 8 e 5 e 0 e 8 a 9 a 5 0 a 8 e 5 e 0 e 8 a 9 a 5 0 a 5S00-9 e 8 e 9 e 8 0 a a 5 a 9 e 8 e 9 e 8 0 a a 5 a 5S e 8 5 e e 8 a a 5 a 9 9 e 8 5 e e 8 a a 5 a 5S-5 50 e 0 0 e 8 e i 0 0 i 8 a 0 9 e 8 e i 0 0 i 8 a 5S e 0 e 8 e 8 i 0 a 8 a e 0 e 8 0 e 5 i 0 a 8 a 5S e e 9 e i a 8 8 a e 0 e 9 e i a 8 8 a 5S e 5 i i 9 i e 9 i i 9 i 5S e 8 i i 0 9 i e i i 0 i 5S e 0 5 e 9 i 9 i 0 5 i e 0 i 8 i 0 5 i 5S i i i i i 5S i 0 i 0 i i 9 i 5S i 5 i i i i 800S- 5 9 e e 0 e a 5 a a 5 9 e e 0 e a 5 a a 800S e e 0 e a 5 a a 5 9 e e 0 e a 5 a a 800S- 9 0 e 0 e e 8 a 8 a 0 a 9 0 e 0 e e 8 a 8 a 0 a 800S00-0 e 8 0 e e 8 9 a 0 a 5 a 0 e 8 0 e e 8 9 a 0 a 5 a 800S50-0 e 8 0 e e 8 9 a a 5 a 0 e 8 0 e e 8 9 a a 5 a 800S-5 50 e 0 e 8 e i 0 i 8 0 a e 0 e 8 e i 0 i 8 0 a 800S e 8 e 9 e i a 8 5 a 0 e 0 e 9 e i a 8 5 a 800S e 9 e 9 e i a 8 a e e 9 e i a 8 a 800S-8 50 e 0 0 e i i 0 0 i 9 9 e 0 i i 0 0 i 800S e e 5 i i a 8 0 e 5 i i a 800S e e 5 9 i 8 i a 5 e 0 8 e 5 i 8 i a 800S i 0 i i i i i 800S i i 0 i 0 i 9 i 800S i 0 i 5 i i 5 i i 8 Table Notes on Pages 9-9

84 Allowable Floor Joist Spans 0 psf Dead Load 5 psf Live Load L/0 Live Load Deflection L/80 Live Load Deflection Section Fy (ksi) Single Span Two Equal Spans Single Span Two Equal Spans Spacing Spacing Spacing Spacing 00S- 9 e 5 0 e 0 e 5 a 5 a a 9 e 5 0 e 0 e 5 a 5 a a 00S00- e 5 0 e 0 e 5 8 a a a e 5 0 e 0 e 5 8 a a a 00S- 8 e e 5 0 e 8 a a 5 5 a 8 e e 5 0 e 8 a a 5 5 a 00S00-8 e e 5 e 8 a a 5 5 a 8 e e 5 e 8 a a 5 5 a 00S50-8 e 5 e e 8 a a 5 a 8 e 5 e e 8 a a 5 a 00S e 0 e i 9 i 0 a 9 8 e 0 i 9 i 0 a 00S e 0 e i 9 i 0 a e e 0 9 i 9 i 0 a 00S e 8 0 e i 9 0 i 8 0 a 9 9 e e i 9 0 i 8 0 a 00S e 0 i 0 i 8 i i 9 i 8 8 i 00S e 8 i i 9 5 i i 0 5 i 9 i 00S e i i 9 i e i 0 i 9 i 00S i 0 i i 00S i i i 00S i 5 i 9 i i 0 8 i 5S- e 9 e e 5 a 0 a a e 9 e e 5 a 0 a a 5S00- e 9 e e 5 a 0 a a e 9 e e 5 a 0 a a 5S- 8 e 5 e 0 e 8 a 9 a 5 0 a 8 e 5 e 0 e 8 a 9 a 5 0 a 5S00-9 e 8 e 9 e 8 0 a a 5 a 9 e 8 e 9 e 8 0 a a 5 a 5S e 8 5 e e 8 a a 5 a 9 9 e 8 5 e e 8 a a 5 a 5S-5 50 e 0 0 e 8 e i 0 0 i 8 a 0 9 e 8 e i 0 0 i 8 a 5S e 0 e 8 e 8 i 0 a 8 a e 0 e 8 0 e 5 i 0 a 8 a 5S e e 9 e i a 8 8 a e 0 e 9 e i a 8 8 a 5S e 5 i i 9 i e 9 i i 9 i 5S e 8 i i 0 9 i e i i 0 i 5S e 0 5 e 9 i 9 i 0 5 i e 0 i 8 i 0 5 i 5S i i i i i 5S i 0 i 0 i i 9 i 5S i 5 i i i i 800S- 5 9 e e 0 e a 5 a a 5 9 e e 0 e a 5 a a 800S e e 0 e a 5 a a 5 9 e e 0 e a 5 a a 800S- 9 0 e 0 e e 8 a 8 a 0 a 9 0 e 0 e e 8 a 8 a 0 a 800S00-0 e 8 0 e e 8 9 a 0 a 5 a 0 e 8 0 e e 8 9 a 0 a 5 a 800S50-0 e 8 0 e e 8 9 a a 5 a 0 e 8 0 e e 8 9 a a 5 a 800S-5 50 e 0 e 8 e i 0 i 8 0 a e 0 e 8 e i 0 i 8 0 a 800S e 8 e 9 e i a 8 5 a 0 e 0 e 9 e i a 8 5 a 800S e 9 e 9 e i a 8 a e e 9 e i a 8 a 800S-8 50 e 0 0 e i i 0 0 i 9 9 e 0 i i 0 0 i 800S e e 5 i i a 8 0 e 5 i i a 800S e e 5 9 i 8 i a 5 e 0 8 e 5 i 8 i a 800S i 0 i i i i i 800S i i 0 i 0 i 9 i 800S i 0 i 5 i i 5 i i 95S- 9 9 e 8 e 5 e a a 5 a 9 9 e 8 e 5 e a a 5 a 95S e 8 e 5 e 8 a a 5 a 0 5 e 8 e 5 e 8 a a 5 a Table Notes on Pages 9-9 8

85 Allowable Floor Joist Spans 0 psf Dead Load 5 psf Live Load 95S50-0 e 8 e 5 e 8 a a 5 a 0 e 8 e 5 e 8 a a 5 a 95S-5 50 e 5 e 9 e 0 i 0 5 a 9 a 9 e 5 e 9 e 0 i 0 5 a 9 a 95S e e 9 9 e i 0 8 a a e e 9 9 e i 0 8 a a 95S e e 0 e i 0 a 8 a 0 e e 0 e i 0 a 8 a 95S e 0 e 5 5 i i 0 a 9 e 0 e 5 5 i i 0 a 95S e e e i i a 5 e 5 e i i a 95S e 5 e e i 5 i a 5 8 e e i 5 i a 95S i 5 i 5 i i 5 9 i 5 i 95S i i i i 5 i i 95S i 8 0 i 5 i i i 5 0 i 000S- 0 e e 5 e 9 a a a 0 e e 5 e 9 a a a 000S00-0 e e 5 e a a a 0 e e 5 e a a a 000S50-0 e e 5 e 8 a a a 0 e e 5 e 8 a a a 000S e e 9 9 e 9 i 0 a a e e 9 9 e 9 i 0 a a 000S e 5 e 0 e 0 i 0 a 8 a e 5 e 0 e 0 i 0 a 8 a 000S e e 0 e i 0 9 a 0 a e e 0 e i 0 9 a 0 a 000S-8 50 e 0 e 5 e i 0 i 5 a 8 e 5 e i 0 i 5 a 000S e 0 e e i 0 i 0 a 5 e e i 0 i 0 a 000S e 5 0 e e 8 i 5 0 a a 0 e e 9 e 8 0 i 5 0 a a 000S i i i 5 8 i 9 i i 000S e i 8 5 i 5 i i i 5 i 000S e i 0 i 0 i 0 i 8 i 5 i 00S e e 8 e a 9 9 a 8 a 5 e e 8 e a 9 9 a 8 a 00S e e 8 e 5 a 9 a 8 a 5 0 e e 8 e 5 a 9 a 8 a 00S e e 8 e a 0 0 a 8 a e e 8 e a 0 0 a 8 a 00S-8 50 e 5 e 8 e i i a e 5 e 8 e i i a 00S e 5 e 5 e 8 i 5 5 a a e 0 e 5 e 8 i 5 5 a a 00S e e e 9 0 i 5 a a 8 e e e 9 0 i 5 a a 00S e i 9 i 5 9 i e i 9 i 5 9 i 00S e 9 i 0 i 9 i e i 0 i 9 i 00S e 8 i 5 i 5 i e i i 5 i 85 Table Notes on Pages 9-9

86 /8" Furring Channel Properties and Span Summary Allowable Combined Furring Bending Channel & Axial Physical/Structural Properties for Hat Furring Channels Section Fy (ksi) Design Gross Properties Effective Properties Thickness Area (in ) Weight (lb/ft) lx (in ) Rx ly (in ) Ry lx (in ) Sx (in ) Ma (Ft-lb) 08F F F F F F Notes:. Properties based on the 00 NASPEC with the 00 Supplement. Design thickness used for determination of properties. Minimum delivered thickness must be no less than 95% of design thickness.. For deflection calculations, use effective lx. Effective lx is based on Procedure of the NASPEC.. Effective properties are given as the minimum value for positive or negative bending. Furring Channel Allowable Ceiling Spans - L/0 Uniform Load Uniform Load Uniform Load Section Fy (ksi) psf psf psf Spacing oc Spacing oc Spacing oc 08F5-8 08F5-08F5-0 08F5-08F5-08F5-5 Single Multiple Single Multiple Single Multiple Single Multiple Single Multiple Single Multiple Section Fy (ksi) Furring Channel Allowable Ceiling Spans - L/0 Uniform Load Uniform Load Uniform Load psf psf psf Spacing oc Spacing oc Spacing oc 08F5-8 08F5-08F5-0 08F5-08F5-08F5-5 Single 9 5 Multiple Single Multiple Single Multiple Single Multiple Single Multiple Single Multiple Notes:. Single spans taken as the minimum span based on moment, shear, web crippling or deflection.. Multiple spans indicate two or more equal, continuous spans with span length measured support to support.. Multiple spans taken as the minimum span based on moment, shear, web crippling, deflection, combined bending and shear or combined and web crippling. Web crippling values based on bearing at end and interior supports. 8

87 Allowable Combined Furring Bending Channel & Axial -/" Furring Channel Properties and Span Summary Section Fy (ksi) Design Thickness Area (in ) Physical/Structural Properties for Hat Furring Channels Weight (lb/ft) Gross Properties lx (in ) Rx ly (in ) Ry lx (in ) Effective Properties Sx (in ) Ma (Ft-lb) 50F F F F F F Notes:. Properties based on the 00 NASPEC with the 00 Supplement.. Design thickness used for determination of properties. Minimum delivered thickness must be no less than 95% of design thickness.. For deflection calculations, use effective lx. Effective lx is based on Procedure of the NASPEC.. Effective properties are given as the minimum value for positive or negative bending. Furring Channel Allowable Ceiling Spans - L/0 Uniform Load Uniform Load Uniform Load Section Fy (ksi) psf psf psf Spacing oc Spacing oc Spacing oc 50F5-8 50F5-50F5-0 50F5-50F5-50F5-5 Single '" '" '" '" '" 5'" 5'" '0" '" Multiple 9'9" 8'0" '" 8'" '" 5'" 5'8" '9" '8" Single 9'" 8'" '" '" '" '" '" 5'" '0" Multiple '" 0'" 8'" 9'0" 8'" '0" 5'0" '" 5'" Single 9'5" 8'" '5" 8'" '5" '" '" 5'9" 5'0" Multiple '" 0'" 9'" 0'" 9'" 8'0" '0" 0 5'8" Single 9'8" 8'0" '8" 8'" '8" '9" '" 5'" 5'" Multiple '0" 0'" 9'" 0'" 9'" 8'" 8'" '" '0" Single 0'" 9'" 8'" 9'" 8'" '" '" '5" 5'" Multiple '" '9" 0'" '" 0'" 8'" 8'9" '" '8" Single '" 0'" 8'0" 9'9" 8'0" '9" '" ' 0 Multiple '9" '" 0'" '0" 0'" 9'" 9'" 8'5" '" Furring Channel Allowable Ceiling Spans - L/0 Uniform Load Uniform Load Uniform Load Section Fy (ksi) psf psf psf Spacing oc Spacing oc Spacing oc 50F5-8 50F5-50F5-0 50F5-50F5-50F5-5 Single '" '" 5'" '0" 5'" '9" '8" '" '8" Multiple 8'" '9" '9" '5" '9" 5'" 5'8" '9" '8" Single '" '" '" '" '" 5'" 5'" '0" '" Multiple 9'0" 8'" '0" 8'" '0" '0" '8" '0" 5'" Single 8'" '5" '" '" '" 5'8" 5'" 5'0" '5" Multiple 0'" 9'" 8'0" 8'0" 8'0" '0" '0" '" 5'5" Single 8'" '8" '9" '5" '9" 5'0" 5'9" 5'" '" Multiple 0'" 9'" 8'" 9'" 8'" '" '" '5" 5'" Single 9'" 8'" '" 8'0" '" '" '" 5'" '" Multiple '" 0'" 9 0 9'" 9'0" '0" '8" '" '" Single 9'9" 8'0" '9" 8'" '9" '9" '" 0 5'" Multiple '0" 0'" 9'" 0'" 9'" 8'" 8'" '5" '5" Notes:. Single spans taken as the minimum span based on moment, shear, web crippling or deflection.. Multiple spans indicate two or more equal, continuous spans with span length measured support to support.. Multiple spans taken as the minimum span based on moment, shear, web crippling, deflection, combined bending and shear or combined and web crippling.. Web crippling values based on bearing at end and interior supports. 8

88 Allowable Combined Bending U-Channel & Axial Cold Rolled Channel Properties and Spans Section Properties - U Channels Section Design Thickness Gross Effective Properties ksi Area Weight lx Rx ly Ry lx Sx Ma Va (in ) (lb/ft) (in ) (in ) (in ) (in ) (in-k) (lb) 5U U U Property Notes:. For Deflection calculations, use effective lx. Allowable U-Channel Ceiling Spans - L/0 psf psf psf Section Channel Spacing o.c. Channel Spacing o.c. Channel Spacing o.c U U U050-5 Section Single Multiple Single Multiple Single Multiple Allowable U-Channel Ceiling Spans - L/0 psf psf psf Channel Spacing o.c. Channel Spacing o.c. Channel Spacing o.c U U U050-5 Single Multiple Single Multiple Single Multiple Span Notes:. Fy = ksi for all sections.. Multiple span indicates two or more equal spans with channel continuous over interior supports.. Bearing Lengths = 0.5. Allowable spans based on the compression flange laterally unbraced. 88

89 Web Crippling Section Design t Fy (ksi) Condition Bearing Length Condition Bearing Length Condition Bearing Length Condition Bearing Length Punchout Reductions Rc (EF) Rc (IF) S x <= x <=.0 S x <= x <=.0 S x <= x <=.0 50 S x <= x <=.0 50 S x <= x <=.0 50 S x <= x <=.0 50 S x <= x <=.0 50 S x <= x <=.0 50 S x <= x <=.0 50 S x <= x <=.0 50 S x <= x <=.0 50 S x <= x <=.0 50 S x <= x <=.0 S x <= x <=.0 S x <= x <=.0 S x <= x <=.0 S x <= x <=.0 S x <= x <=.0 S x <= x <=.0 S x <= x <=.0 S x <= x <=.0 S x <= x <=.0 S x <= x <=.0 00 S x <= x <=.0 00 S x <= x <=.0 00 S x <= x <=.0 00 S x <= x <=.0 00 S x <= x <=.0 00 S x <= x <=.0 00 S x <= x <=.0 00 S x <= x <=.0 00 S x <= x <=.0 00 S x <= x <=.0 00 S x <= x <=.0 00 S x <= x <=.0 00 S x <= x <=.0 00 S x <= x <=.0 00 S x <= x <=.0 00 S x <= x <=.0 00 S x <= x <=.0 5 S x <= x <=.0 5 S x <= x <=.0 5 S x <= x <=.0 5 S x <= x <=.0 5 S x <= x <=.0 5 S x <= x <=.0 Notes: Bearing length to web height ratio N/h, exceeds NASPEC limit of. Bearing length to web height ratio N/t, exceeds NASPEC limit of 0. Bearing length to web height ratio N/h, exceeds NASPEC limit of and bearing length to thickness ratio, N/t exceeds NASPEC limit of 0. Table Notes on Pages

90 Web Crippling Section Design t Fy (ksi) Condition Bearing Length Condition Bearing Length Condition Bearing Length Condition Bearing Length Punchout Reductions Rc (EF) Rc (IF) 5 S x <= x <= S x <= x <= S x <= x <= S x <= x <= S x <= x <= S x <= x <= S x <= x <= S x <= x <=.0 95 S x <= x <=.0 95 S x <= x <=.0 95 S x <= x <=.0 95 S x <= x <=.0 95 S x <= x <=.0 95 S x <= x <=.0 95 S x <= x <= S x <= x <= S x <= x <= S x <= x <= S x <= x <= S x <= x <= S x <= x <=.0 00 S x <= x <=.0 00 S x <= x <=.0 00 S x <= x <=.0 00 S x <= x <=.0 Notes: Bearing length to web height ratio N/h, exceeds NASPEC limit of. Bearing length to web height ratio N/t, exceeds NASPEC limit of 0. Bearing length to web height ratio N/h, exceeds NASPEC limit of and bearing length to thickness ratio, N/t exceeds NASPEC limit of Table Notes on Pages 9-9

91 Table Notes SECTION PROPERTY TABLE NOTES. Web depth for track sections equals nominal depth plus x design thickness plus bend radius.. Hems on non-structural track sections are ignored.. Effective properties include the strength increase from cold-work of forming per NASPEC section A. where applicable.. 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.. For deflection determination, use the effective moment of inertia. Effective moment of inertia is based on Procedure of the NASPEC.. For sections with properties listed for both 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 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, web height-to-thickness exceeds 00. Web stiffeners are required at all supports and concentrated loads. ALLOWABLE FLOOR JOIST SPAN TABLE NOTES. Spans are based on continuous support of each flange over the full length of the joist.. For two equal spans, listed span is the distance from either end to the center support, with the joist continuous over the center support.. Joists must be braced against rotation at all supports.. Shear and web crippling capacity have not been reduced for punchouts. 5. Web crippling check based on.5 inch end and interior bearing. Where listed allowable spans are followed by "e, web stiffeners are required at ends, "i web stiffeners required at interior support, and a web stiffeners are required at all supports.. Total load deflection limited to L/0. Live load deflection limit as noted.. Alternate span live loading has been considered for two, equal span conditions. 8. At interior supports of two-span conditions, joists must be braced to resist rotation. Bridging Recommendations Floor joist bridging may be spaced as indicated below, except where member design requires an alternate spacing. Span(ft) Minimum Number of Rows up to at mid span to 0 at / point 0 to at / point 9

92 Table Notes INTERIOR NON-STRUCTURAL, NON-COMPOSITE WALL HEIGHT TABLES NOTES. Lateral loads have not been modified for strength checks.. Lateral loads have not been modified for deflection determination.. Limiting heights based on continuous support of each flange over the full length of the stud.. Limiting heights are based on steel properties only (non-composite). 5. Web crippling check based on inch end bearing. Where listed limiting heights are followed by e, web stiffeners are required. STRUCTURAL, NON-COMPOSITE WALL HEIGHT TABLES NOTES. Lateral loads have not been modified for strength checks.. Lateral loads greater than 5 psf have been multiplied by 0. for deflection determination.. Limiting heights based on continuous support of each flange over the full length of the stud.. Limiting heights are based on steel properties only (non-composite). 5. Web crippling check based on inch end bearing. Where listed limiting heights are followed by e, web stiffeners are required. WEB CRIPPLING LOAD TABLE NOTES. Listed allowable loads apply only to members with stiffened flanges (i.e. S-sections).. Listed allowable loads are based on members fastened to supports.. Listed allowable loads are for unpunched webs.. Capacity reduction factors, Rc, are given for each member for End One Flange (EF) Loading and Interior One Flange Loading (IF). x is the nearest distance between the web hole and the edge of bearing. 9

93 MSDS State Building Products, Inc. Material Name: Iron Alloy (steel) Material Safety Data Sheet Section Chemical Product and Company Id Chemical Name: Steel Product Use: Fabricated Metal Studs Manufacturer Information STATE BUILDING PRODUCTS 5 Schmeman Warren, Michigan 8089 Phone: (58) -888 Section - Composition/ Information on Ingredient CAS# Components Percent Iron Manganese Nickel Chromium Silicon Aluminum Copper Antimony NOTE: The above listing is a summary of elements used in alloying steel. Various grades of steel will contain different combinations of these elements. Trace elements may also be present in minute amounts. Coating May Also Contain: Aluminum Antimony Zinc Tin Chromium - Component Related Regulatory Information This product may be regulated, have exposure limits or other information identified as the following; Nickel compounds Component Information/Information on Non-Hazardous Components As supplied, this product is considered non-hazardous under 9 CFR (Hazard Communication) however, dusts particulate or fumes generated in the processing of this product are hazardous. 9

94 MSDS Section - Hazards Identification Emergency Overview Product is a solid iron alloy. As supplied, this product does not present a physical or health hazard. Processing of the product for some final users can include formation of dusts, particulate or fumes that may present certain health hazards. Dusts from this product may pose a dust explosion hazard. Firefighters should wear a positive pressure self-contained breathing apparatus with full facepiece. Hazard Statements Dusts, particulates and vapors that may be produced in the processing of this product may be irritating to the eyes, skin, respiratory system and gastrointestinal tract. Dusts, particulates or fumes that may be produced may contain metals that cause metal fume fever, a flu-like condition lasting to 8 hours and includes fever, chills, aches, cough and general malaise. Exposure to dusts, particulates or fumes containing nickel may cause cancer. Fumes containing metallic components in this product may be hazardous. Potential Health Effects: Eyes Dust or powder may be irritating to the eyes. Rubbing may cause abrasion of the cornea. Section Material is ( at normal conditions ) Appearance and Odor Liquid Solid Gas Other Gray-Black with Metallic Luster-Odorless Acidity/Alkalinity Approximately Vapor Pressure ph = NA Melting Point 50 º F (mm Hg at 0ºC) Specific Gravity (H O=)--- Boiling Point N/A º F NA Solubility in water ( by weight) ---NA Section 5 Fire fighting Measures This material will not burn. Fine dust of this material mixed with oxygen and a suitable source of ignition may pose as an explosion hazard. Hazardous Combustion Products Material will begin softening at approximately 00 F, will proceed to a liquid and will form irritating and toxic fumes at extremely high temperatures. Storage Procedures Store in a dry area Labeling No label is required Section Handling and Storage 9

95 MSDS Section Disposal Considerations US EPA Waste Number and Descriptions General Product Information The federal EPA does not regulate this product as a hazardous waste. US DOT Information Shipping Name: Not regulated as dangerous goods. Hazardous Class: None UN/NA #: None Packing Group: None Required Label(s): None Section 8 Transportation Information Section 9 Personal Protective Equiptment Respiratory Protection NIOSH approved dust/mist/fume respirator should be used during welding or burning if OSHA PEL or TLV is exceeded. Hands, Arms and Body Use appropriate protective clothing. Such as welder s aprons and gloves when welding or burning. Check local codes. Eyes and Face Safety glasses should always be worn when grinding or cutting; face shields should be worn when welding or burning. Other Clothing and Equipment As required Section 0 Emergency Medical Procedures Inhalation: Remove to fresh air; if condition continues, consult physician. Eye Contact: Immediately flush well with running water to remove Particulate; get medical attention. Skin Contact: If irritation develops, remove clothing and wash well with soap and water. If condition persists, seek medical attention. Ingestion: If significant amounts of metal are ingested, seek medical attention. 95

96 Manufacturer of Drywall & Structural Studs Track & Accessories **This label is an example of the SFIA Code Certification lable which is attached to certified products. Toll Free: Fax: Schmeman Warren, MI 8089