SECTIONS

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1 STEEL BUILDINGS, INC. Purlin Load Tables ZEE SECTIONS

2 This page intentionally left blank. Copyright Whirlwind Steel Buildings, Inc. All Rights Reserved. Descriptions and specifications contained herein were in effect at the time this publication was approved for printing. In a continuing effort to refine and improve products, Whirlwind reserves the right to discontinue products at any time or change specifications and/or designs without incurring obligation. To insure you have the latest information available, please inquire or visit our Web Site at com. Application details in this manual may not be appropriate for all environmental conditions, building designs, or panel profiles. Projects should be engineered to conform to applicable building codes, regulations, and accepted industry practices.

3 Table of Contents Notes... PL-1 - PL-9 Gross Section Properties... PL-10 Torsional Properties... PL-11 Bending & Axial Properties... PL-12 Combined Shear & Bending... PL-13 - PL-19 Web Crippling... PL-20 Axial Capacaties... PL-21 - PL-22 Gravity/Uplift Load Chart for Standing Seam Roof with Both Flanges Laterally Braced... PL-23 - PL-26 Gravity Load Chart for Screwdown Roof with Laterally Braced Inside Flange... PL-27 - PL-30 Uplift Load Chart for Screwdown Roof with Laterally Braced Inside Flange... PL-31- PL-34 Simple Span Load Table Capacaties for Sections Fully Braced... PL-35 Simple Span Load Table Capacaties for Sections with Lateral Support... PL-36 Simple Span Load Tables Capacaties for Sections without Support... PL-37 Three Span Capacities (one section over continuous support) Gravity Loading... PL-38 Three Span Capacaties (one section over continuous support) Uplift Loading... PL-39 Two Span Capacaties (one section over continuous support) Gravity Loading... PL-40 Two Span Capacaties (one section over continuous support) Uplift Loading... PL-41 PRICE SUBJECT TO CHANGE WITHOUT NOTICE

4 1. Properties were computed in accordance with the 2001 edition of the AISI specifications, ASD provisions. When selecting sections for specific applications, applying additional checks may be required. Responsibility for designing and specifying materials for building and building components to comply with applicable state and local codes and specifications and safety considerations is with the designer and/or material specifier. 2. For special conditions not covered in the tables, or for selecting sections for a specific application, contact your supplier. 3. A yield point of 57 ksi (Fy) was used in determining the values in these tables. Symbols Ae in.^2 Effective area of the section for axial loading Area in.^2 Full unreduced cross-section area of the section B in. Flange width B1 in. Top flange width of non-symmetrical section B2 in. Bottom flange width of non-symmetrical section Cw in.^6 Torsional warping constant of the cross-section D in. Depth of section d in. Lip length Ix in.^4 Moment of inertia about the x-axis Ixd in. ^4 Deflection moment of inertia about the x-axis Ixy in.^4 Product of inertia of full section about major and minor centroidal axes Iy in.^4 Moment of inertia about the y-axis J in.^4 St. Venant torsion constant KLx ft. Effective length for buckling about the x-axis M kip-in. Allowable bending strength under simultaneous shear or axial load Ma kip-in. Allowable bending strength Ptf kips Allowable compressive axial strength for through-fastened condition R in. Inside bend radius rx in. Radius of gyration of the full cross-section about the x-axis ry in. Radius of gyration of the full cross-section about the y-axis Se in.^3 Elastic section modulus of the effective section calculated with extreme compression or tension fiber at Fy (yield point) Se Pos in.^3 Elastic section modulus of the effective section calculated with extreme compression or Se Neg in.^3 tension fiber at Fy (yield point), for positive bending Elastic section modulus of the effective section calculated with extreme compression or tension fiber at Fy (yield point) for negative bending Sx in.^3 Section modulus for the full section (x-axis) Sy in.^3 Section modulus for the full section (y-axis) V kips Allowable shear strength under simultaneous bending load Va kips Allowable shear strength Wt/ft lb Weight of section, in pounds per foot of length x bar in. Distance from extreme fiber to the neutral axis along the x-axis x0 in. Distance from the shear center to centroid along the principal x-axis y bar in. Distance from the extreme fiber to the neutral axis along the y-axis Notes SUBJECT TO CHANGE WITHOUT NOTICE PL-1

5 Notes Torsional Properties 1. These properties are used to compute the laterally braced strength of sections. (Reference AISI c3.1.2) Bending and Axial Properties 1. Effective section modulus Se is computed using effective widths of elements. (Reference AISI B2, B3 and B4). 2. Ptf is the compressive axial strength for section having one flange attached to a qualifying deck or sheathing with qualifying fasteners. (Reference AISI C4.6) 3. Appropriate factors of safety have been applied. Combined and Shear Bending 1. Listed values are the allowable combined shear and bending in the absence of axial load. 2. For a section to qualify, the applied shear force and bending must each be no greater than the values for a paired V and M in the table. 3. Appropriate factors of safety have been applied. 4. Allowable values were computed assuming the use of plates or clips at supports which will effectively transfer loads directly to the web of the member. If sections are to bear directly on the supports, the shear force must not exceed the allowable web crippling value and the section must be checked for crippling/bending interaction. 5. Allowable values listed in the Unbraced columns are for cases where no lateral bracing of any type is present for the full span length. 6. Allowable values listed in the Through-Fastened columns are for cases where the tension flange is through-fastened to deck or sheathing and the compression flange is unbraced. Allowable values for sections not qualifying for the through-fastened geometric requirements are listed as zero. Allowable values for sections meeting some of the geometric requirements of AISI 2001 Section C3.1.3 but failing others by a narrow margin are listed with an asterisk (*) next to the value (please see the through fastened qualification table). It is up to the engineer of record to decide whether or not the allowable values for partially qualifying sections may be utilized for a given project. The additional requirements of AISI 2001 Section C3.1.3 regarding support conditions, panel type, allowable insulation thickness, and panel fasteners must be met in order to utilize the listed values. PL-2 SUBJECT TO CHANGE WITHOUT NOTICE

6 Notes Web Crippling 1. One-flange loading or reaction occurs when the clear distance between the bearing edges of adjacent opposite concentrated loads or reactions is greater than 1.5 times the flat dimension of the section s web depth. 2. Two-flange loading or reaction occurs when the clear distance between the bearing edges of adjacent opposite concentrated loads or reactions is equal to or less than 1.5 times the flat dimension of the section s web depth 3. End loading or reaction occurs when the distance from the edge of the bearing to the end of the member is equal to or less than 1.5 times the flat dimension of the section s web depth. 4. Interior loading or reaction typically occurs when the distance from the edge of the bearing to the end of the member is greater than 1.5 times the flat dimension of the section s web depth. 5. Appropriate factors of safety have been applied. Axial Capacities 1. Axial capacities are allowable concentric loads (kips) in the absence of bending moment. 2. Axial capacities are for sections supported laterally at the distances specified in the table. Axial capacities in the column labeled Unbraced are for sections without any lateral supports. 3. Distance between major axis supports must not exceed KLx. 4. Appropriate factors of safety have been applied. 5. Consult General Information for definitions of symbols used in these tables. SUBJECT TO CHANGE WITHOUT NOTICE PL-3

7 Notes Simple Span Capacities 1. Capacities are total uniformly distributed load which can be supported by the section in the absence of axial load. The weight of the section has not been subtracted from these values. 2. Capacities listed in the Fully Braced column are the allowable load for cases where the compression flange is fully braced laterally (gravity load capacity for top flange fully braced or for through-fastened; uplift capacity for bottom flange fully braced). 3. Capacities listed in the Laterally Braced column are the allowable load for cases where the compression flange is laterally braced at intermediate points (gravity capacity for top flange laterally braced; uplift capacity for bottom flange laterally braced). The distance between lateral supports (Ly) utilized for determining the capacities is: Distance Between Lateral Supports Section Depth 3 6 Section Depth 8 14 Span (ft) L y (in) Span (ft) L y (in) Capacities listed in the Through-Fastened column are the allowable load for cases where one flange is through-fastened to deck or sheathing and the opposite flange is unbraced (uplift capacity for top flange through-fastened). Capacities for sections not qualifying for the through-fastened geometric requirements are listed as N/A. Capacities for sections meeting some of the geometric requirements of AISI 2001 Section C3.1.3 but failing others by a narrow margin are listed with an asterisk (*) next to the value (please see the through-fastened qualification table). It is up to the engineer of record to decide whether or not the capacities for partially qualifying sections may be utilized for a given project. The additional requirements of AISI 2001 Section C3.1.3 regarding support conditions, panel type, allowable insulation thickness, and panel fasteners must be met in order to utilize the listed capacities. 5. Capacities listed in the Unbraced column are the allowable load for cases where the compression flange has no lateral braces (gravity capacity for top flange completely unbraced; uplift capacity for bottom flange completely unbraced without a through-fastened top flange). 6. Appropriate factors of safety have been applied. 7. Capacities were computed assuming the use of plates or clips at supports which will effectively transfer loads directly to the web of the member. If sections are to bear directly on the supports, the sections must be checked for web crippling. 8. Deflection values are the amount of deflection that occurs when the full allowable load is applied. For applications with special deflection requirements, it may be necessary to adjust the allowable capacities. 9. Consult General Information for definitions of symbols used in these tables. PL-4 SUBJECT TO CHANGE WITHOUT NOTICE

8 Notes Continuously Braced Outside Flange, Laterally Braced Inside Flange Capacities 1. Capacities are total uniformly distributed load which can be supported by the section in the absence of axial load. The weight of the section has not been subtracted from these values. 2. Capacities are for sections supported laterally at the top flange for their full length and at a distance no greater than Ly for the bottom flange. In the region between the interior support and the inflection point, the bending strength for gravity loading is computed using a lateral brace distance equal to the smaller of Ly and the distance from the support to the inflection point. 3. Appropriate factors of safety have been applied. 4. Capacities are computed assuming the sections are continuous over the designated number of spans, with laps as specified at all interior supports. The lap length given is the total length of the lapped region at each interior support. The same lap length is used at all interior supports. 5. Deflection values are the amount of deflection that occurs when the full allowable load is applied. For applications with special deflection requirements, it may be necessary to adjust the allowable capacities. 6. Capacities were computed assuming the use of plates or clips at supports which will effectively transfer loads directly to the web of the member. If sections are to bear directly on the supports, the sections must be checked for web crippling at all supports and for crippling/bending interaction at interior supports. 7. Consult General Information for definitions of symbols used in these tables. Laterally Braced both Flanges Capacities 1. Capacities are total uniformly distributed load which can be supported by the section in the absence of axial load. The weight of the section has not been subtracted from these values. 2. Capacities are for sections supported laterally at both flanges at a distance no greater than Ly. In the region between the interior support and the inflection point, the bending strength for gravity loading is computed using a lateral brace distance equal to the smaller of Ly and the distance from the support to the inflection point. 3. Appropriate factors of safety have been applied. 4. Capacities are computed assuming the sections are continuous over the designated number of spans, with laps as specified at all interior supports. The lap length given is the total length of the lapped region at each interior support. The same lap length is used at all interior supports. 5. Deflection values are the amount of deflection that occurs when the full allowable load is applied. For applications with special deflection requirements, it may be necessary to adjust the allowable capacities. SUBJECT TO CHANGE WITHOUT NOTICE PL-5

9 Laterally Braced both Flanges Capacities (continued) Notes 6. Capacities were computed assuming the use of plates or clips at supports which will effectively transfer loads directly to the web of the member. If sections are to bear directly on the supports, the sections must be checked for web crippling at all supports and for crippling/bending interaction at interior supports. 7. Consult General Information for definitions of symbols used in these tables. Through-Fastened Capacities (Qualifying and Partially Qualifying) 1. Capacities are total uniformly distributed load which can be supported by the section in the absence of axial load. The weight of the section has not been subtracted from these values. 2. Sections listed as Section Qualifies fully meet the geometric requirements of AISI 2001 Section C Sections listed as Section Partially Qualifies meet some of the geometric requirements of AISI 2001 Section C3.1.3 but fail others by a narrow margin (please see the through-fastened qualification table). It is up to the engineer of record to decide whether or not the capacities for partially qualifying sections may be utilized for a given project. 3. The additional requirements of AISI 2001 Section C3.1.3 regarding support conditions, panel type, allowable insulation thickness, and panel fasteners must be met in order to utilize the listed capacities. 4. Capacities are for sections with the top flange through-fastened to deck or sheathing and no lateral bracing for the bottom flange. In the region between the end of the lap and the inflection point, the bending strength for gravity loading is computed using a lateral brace distance equal the distance from the end of the lap to the inflection point. The lapped region is considered to be continuously braced at both flanges. 5. Appropriate factors of safety have been applied. 6. Capacities are computed assuming the sections are continuous over the designated number of spans, with laps as specified at all interior supports. The lap length given is the total length of the lapped region at each interior support. The same lap length is used at all interior supports. 7. Deflection values are the amount of deflection that occurs when the full allowable load is applied. For applications with special deflection requirements, it may be necessary to adjust the allowable capacities. 8. Capacities were computed assuming the use of plates or clips at supports which will effectively transfer loads directly to the web of the member. If sections are to bear directly on the supports, the sections must be checked for web crippling at all supports and for crippling/bending interaction at interior supports. Please note that AISI 2001 Section C3.1.3 requires that both flanges be prevented from moving laterally at the supports. 9. Consult General Information for definitions of symbols used in these tables. PL-6 SUBJECT TO CHANGE WITHOUT NOTICE

10 Notes One Section Continuous over Supports Capacities 1. Capacities are total uniformly distributed load which can be supported by the section in the absence of axial load. The weight of the section has not been subtracted from these values. 2. Capacities are computed assuming a single section continuous over the designated number of spans. 3. Capacities listed in the Fully Braced column are the allowable load for sections supported laterally at both flanges for their full length. 4. Capacities listed in the Fully Braced / Laterally Braced column are the allowable load for sections supported laterally at the top flange for their full length and at a distance no greater than Ly for the bottom flange. In the region between the interior support and the inflection point, the bending strength for gravity loading is computed using a lateral brace distance equal to the smaller of Ly and the distance from the support to the inflection point. The distance between lateral supports (Ly) utilized for determining the capacities is: Distance Between Lateral Supports Span (ft) L y (in) Capacities listed in the Through-Fastened column are the allowable load for cases where one flange is through-fastened to deck or sheathing and the opposite flange is unbraced. In the region between the interior support and the inflection point, the bending strength for gravity loading is computed using a lateral brace distance equal to the distance from the support to the inflection point. Capacities for sections not qualifying for the through-fastened geometric requirements are listed as zero. Capacities for sections meeting some of the geometric requirements of AISI 2001 Section C3.1.3 but failing others by a narrow margin are listed with an asterisk (*) next to the value (please see the through-fastened qualification table). It is up to the engineer of record to decide whether or not the capacities for partially qualifying sections may be utilized for a given project. The additional requirements of AISI 2001 Section C3.1.3 regarding support conditions, panel type, allowable insulation thickness, and panel fasteners must be met in order to utilize the listed capacities. 6. Capacities listed in the Unbraced column are the allowable load for cases where no lateral bracing of any type is present for either flange for the full span length. 7. Appropriate factors of safety have been applied. 8. Deflection values are the amount of deflection that occurs when the full allowable load is applied. For applications with special deflection requirements, it may be necessary to adjust the allowable capacities. SUBJECT TO CHANGE WITHOUT NOTICE PL-7

11 Notes One Section Continuous over Supports Capacities (continued) 9. Capacities were computed assuming the use of plates or clips at supports which will effectively transfer loads directly to the web of the member. If sections are to bear directly on the supports, the sections must be checked for web crippling at all supports and for crippling/bending interaction at interior supports. 10. Consult General Information for definitions of symbols used in these tables. PL-8 SUBJECT TO CHANGE WITHOUT NOTICE

12 Notes Through-Fastened Qualification 1,2 Section Qualifies? 3 Failure Condition 4 Comments 14 X 4 Z 14 G N 1 Depth exceeds X 3.75 Z 12 G N 1 Depth exceeds X 3.5 Z 12 G N 1 Depth exceeds X 3.5 Z 12 G N 1 Depth exceeds X 3.5 Z 14 G N 1 Depth exceeds X 2.5 Z 12 G 12 X 2.5 Z 14 G N N 1 1 Depth exceeds 11.5 Depth exceeds X 3.5 Z 12 G Y 10 X 3.5 Z 14 G Y 10 X 2.5 Z 12 G P 4, 5 Web depth to flange width constraint exceeded but within 5%; Flange width to thickness constraint exceeded but within 5% 10 X 2.5 Z 14 G P 4 Web depth to flange width constraint exceeded but within 5% 10 X 2.5 Z 16 G P 4 Web depth to flange width constraint exceeded but within 5% 8 X 3.5 Z 12 G N 4 Web depth to flange width constraint exceeded 8 X 3.5 Z 14 G N 4 Web depth to flange width constraint exceeded 8 X 3.5 Z 16 G N 4, 5 Web depth to flange width constraint exceeded Flange width to thickness constraint exceeded 8 X 2.5 Z 12 G P 5 Flange width to thickness constraint exceeded but within 5% 8 X 2.5 Z 14 G Y 8 X 2.5 Z 16 G Y 6 X 2.5 Z 12 G P 4 Web depth to flange width constraint exceeded but within 10% 6 X 2.5 Z 14 G P 4 within 10% Web depth to flange width constraint exceeded but 6 X 2.5 Z 16 G N 3, 4 Web depth to thickness constraint exceeded Web depth to flange width constraint exceeded 4 X 2.5 Z 14 G N 3, 4 Web depth to thickness constraint exceeded Web depth to flange width constraint exceeded 4 X 2.5 Z 16 G 4 X 2 Z 14 G N N 4 3, 4 Web depth to flange width constraint exceeded Web depth to thickness constraint exceeded Web depth to flange width constraint exceeded 4 X 2 Z 16 G 3 X 1.5 Z 14 G N N 4 3, 4 Web depth to flange width constraint exceeded Web depth to thickness constraint exceeded Web depth to flange width constraint exceeded 3 X 1.5 Z 16 G N 3, 4 Web depth to thickness constraint exceeded Web depth to flange width constraint exceeded Notes: 1. It is up to the engineer of record to decide whether or not the capacities for partially qualifying sections may be utilized for a given project. 2. The additional requirements of AISI 2001 Section C3.1.3 regarding support conditions, panel type, allowable insulation thickness, and panel fasteners must also be met. 3. Y = section meets all geometric constraints P = section fails one or more geometric constraints but is within 10% of qualifying N = section fails one or more geometric constraints by more than 10% 4. All conditions reference AISI 2001 Section C3.1.3 pages SUBJECT TO CHANGE WITHOUT NOTICE PL-9

13 Gross Section Properties Section Dimensions Properties of Full Section Lip Axis x-x Axis y-y D B 1 B 2 d Angle R Area Wt/ft I x S x r x I y S y r y y bar I xy in. in. in. in. deg. in. in.^2 lb. in.^4 in.^3 in. in.^4 in.^3 in. in. in.^4 14 x 4 Z 12 G x 3.75 Z 12 G x 3.5 Z 12 G x 3.5 Z 12 G x 3.5 Z 14 G x 2.5 Z 12 G x 2.5 Z 14 G x 3.5 Z 12 G x 3.5 Z 14 G x 2.5 Z 12 G x 2.5 Z 14 G x 2.5 Z 16 G x 3.5 Z 12 G x 3.5 Z 14 G x 3.5 Z 16 G x 2.5 Z 12 G x 2.5 Z 14 G x 2.5 Z 16 G X 2.5 Z 14 G X 2.5 Z 16 G X 2.5 Z 14 G X 2.5 Z 16 G X 2 Z 14 G X 2 Z 16 G X 1.5 Z 14 G X 1.5 Z 16 G PL-10 SUBJECT TO CHANGE WITHOUT NOTICE

14 Torsional Properties Section J C w X 0 in.^4 in.^6 in. 14 x 4 Z 12 G x 3.75 Z 12 G x 3.5 Z 12 G x 3.5 Z 12 G x 3.5 Z 14 G x 2.5 Z 12 G x 2.5 Z 14 G x 3.5 Z 12 G x 3.5 Z 14 G x 2.5 Z 12 G x 2.5 Z 14 G x 2.5 Z 16 G x 3.5 Z 12 G x 3.5 Z 14 G x 3.5 Z 16 G x 2.5 Z 12 G x 2.5 Z 14 G x 2.5 Z 16 G X 2.5 Z 14 G X 2.5 Z 16 G X 2.5 Z 14 G X 2.5 Z 16 G X 2 Z 14 G X 2 Z 16 G X 1.5 Z 14 G X 1.5 Z 16 G SUBJECT TO CHANGE WITHOUT NOTICE PL-11

15 Bending & Axial Properties Section V a M a S e Pos S e Neg I xd A e P tf kips kip-in. in.^3 in.^3 in.^4 in.^2 kips 14 x 4 Z 12 G x 3.75 Z 12 G x 3.5 Z 12 G x 3.5 Z 12 G x 3.5 Z 14 G x 2.5 Z 12 G x 2.5 Z 14 G x 3.5 Z 12 G x 3.5 Z 14 G x 2.5 Z 12 G x 2.5 Z 14 G x 2.5 Z 16 G x 3.5 Z 12 G x 3.5 Z 14 G x 3.5 Z 16 G x 2.5 Z 12 G x 2.5 Z 14 G x 2.5 Z 16 G X 2.5 Z 14 G X 2.5 Z 16 G X 2.5 Z 14 G X 2.5 Z 16 G X 2 Z 14 G X 2 Z 16 G X 1.5 Z 14 G X 1.5 Z 16 G PL-12 SUBJECT TO CHANGE WITHOUT NOTICE

16 Combined Shear & Bending Unbraced Through-fastened Unbraced Through-fastened Section Span V M V M Section Span V M V M ft. kips kip-in. kips kip-in. ft. kips kip-in. kips kip-in. 14 x 4 Z 12 G x 3.75 Z 12 G x 4 Z 12 G x 3.75 Z 12 G x 4 Z 12 G x 3.75 Z 12 G x 4 Z 12 G x 3.75 Z 12 G x 3.5 Z 12 G x 3.5 Z 12 G x 3.5 Z 12 G x 3.5 Z 12 G x 3.5 Z 12 G x 3.5 Z 12 G x 3.5 Z 12 G x 3.5 Z 12 G SUBJECT TO CHANGE WITHOUT NOTICE PL-13

17 Combined Shear & Bending Unbraced Through-fastened Unbraced Through-fastened Section Span V M V M Section Span V M V M ft. kips kip-in. kips kip-in. ft. kips kip-in. kips kip-in. 12 x 3.5 Z 14 G x 2.5 Z 12 G x 3.5 Z 14 G x 2.5 Z 12 G x 3.5 Z 14 G x 2.5 Z 12 G x 3.5 Z 14 G x 2.5 Z 12 G x 2.5 Z 14 G x 3.5 Z 12 G x 2.5 Z 14 G x 3.5 Z 12 G x 2.5 Z 14 G x 3.5 Z 12 G x 2.5 Z 14 G x 3.5 Z 12 G PL-14 SUBJECT TO CHANGE WITHOUT NOTICE

18 Combined Shear & Bending Unbraced Through-fastened Unbraced Through-fastened Section Span V M V M Section Span V M V M ft. kips kip-in. kips kip-in. ft. kips kip-in. kips kip-in. 10 x 3.5 Z 14 G x 2.5 Z 12 G * * * * * * * 10 x 3.5 Z 14 G x 2.5 Z 12 G * * * * * * * 10 x 3.5 Z 14 G x 2.5 Z 12 G * * * * * * * 10 x 3.5 Z 14 G x 2.5 Z 12 G * * * * * * * 10 x 2.5 Z 14 G x 2.5 Z 16 G * * * * * * * * * * * * * * 10 x 2.5 Z 14 G x 2.5 Z 16 G * * * * * * * * * * * * * * 10 x 2.5 Z 14 G x 2.5 Z 16 G * * * * * * * * * * * * * * 10 x 2.5 Z 14 G x 2.5 Z 16 G * * * * * * * * * * * * * * SUBJECT TO CHANGE WITHOUT NOTICE PL-15

19 Combined Shear & Bending Unbraced Through-fastened Unbraced Through-fastened Section Span V M V M Section Span V M V M ft. kips kip-in. kips kip-in. ft. kips kip-in. kips kip-in. 8 x 3.5 Z 12 G 15 8 x 3.5 Z 14 G x 3.5 Z 12 G 20 8 x 3.5 Z 14 G x 3.5 Z 12 G 25 8 x 3.5 Z 14 G x 3.5 Z 12 G 30 8 x 3.5 Z 14 G x 3.5 Z 16 G 15 8 x 2.5 Z 12 G * * * * * * * 8 x 3.5 Z 16 G 20 8 x 2.5 Z 12 G * * * * * * * 8 x 3.5 Z 16 G 25 8 x 2.5 Z 12 G * * * * * * * 8 x 3.5 Z 16 G 30 8 x 2.5 Z 12 G * * * * * * * PL-16 SUBJECT TO CHANGE WITHOUT NOTICE

20 Combined Shear & Bending Unbraced Through-fastened Unbraced Through-fastened Section Span V M V M Section Span V M V M ft. kips kip-in. kips kip-in. ft. kips kip-in. kips kip-in. 8 x 2.5 Z 14 G 15 8 x 2.5 Z 16 G x 2.5 Z 14 G 20 8 x 2.5 Z 16 G x 2.5 Z 14 G 25 8 x 2.5 Z 16 G x 2.5 Z 14 G 30 8 x 2.5 Z 16 G p p p p p p p p 6 X 2.5 Z 14 G 8 6 X 2.5 Z 16 G * * * * * * * * * * * * * * 6 X 2.5 Z 14 G 10 6 X 2.5 Z 16 G * * * * * * * * * * * * * * 6 X 2.5 Z 14 G 12 6 X 2.5 Z 16 G * * * * * * * * * * * * * * 6 X 2.5 Z 14 G 15 6 X 2.5 Z 16 G * * * * * * * * * * * * * * SUBJECT TO CHANGE WITHOUT NOTICE PL-17

21 Combined Shear & Bending Unbraced Through-fastened Unbraced Through-fastened Section Span V M V M Section Span V M V M ft. kips kip-in. kips kip-in. ft. kips kip-in. kips kip-in. 4 X 2.5 Z 14 G 8 4 X 2.5 Z 16 G X 2.5 Z 14 G 10 4 X 2.5 Z 16 G X 2.5 Z 14 G 12 4 X 2.5 Z 16 G X 2.5 Z 14 G 15 4 X 2.5 Z 16 G X 2 Z 14 G 8 4 X 2 Z 16 G X 2 Z 14 G 10 4 X 2 Z 16 G X 2 Z 14 G 12 4 X 2 Z 16 G X 2 Z 14 G 15 4 X 2 Z 16 G PL-18 SUBJECT TO CHANGE WITHOUT NOTICE

22 Combined Shear & Bending Unbraced Through-fastened Unbraced Through-fastened Section Span V M V M Section Span V M V M ft. kips kip-in. kips kip-in. ft. kips kip-in. kips kip-in. 3 X 1.5 Z 14 G 8 3 X 1.5 Z 16 G X 1.5 Z 14 G 10 3 X 1.5 Z 16 G X 1.5 Z 14 G 12 3 X 1.5 Z 16 G X 1.5 Z 14 G 15 3 X 1.5 Z 16 G SUBJECT TO CHANGE WITHOUT NOTICE PL-19

23 Web Crippling One-Flange End Bearing One-Flange Interior Bearing Two-Flange End Bearing Two-Flange Interior Bearing Section Bearing Length (in.) Bearing Length (in.) Bearing Length (in.) Bearing Length (in.) x 4 Z 12 G x 3.75 Z 12 G x 3.5 Z 12 G x 3.5 Z 12 G x 3.5 Z 14 G x 2.5 Z 12 G x 2.5 Z 14 G x 3.5 Z 12 G x 3.5 Z 14 G x 2.5 Z 12 G x 2.5 Z 14 G x 2.5 Z 16 G x 3.5 Z 12 G x 3.5 Z 14 G x 3.5 Z 16 G x 2.5 Z 12 G x 2.5 Z 14 G x 2.5 Z 16 G One-Flange End Bearing One-Flange Interior Bearing Two-Flange End Bearing Two-Flange Interior Bearing Section Bearing Length (in.) Bearing Length (in.) Bearing Length (in.) Bearing Length (in.) X 2.5 Z 14 G X 2.5 Z 16 G X 2.5 Z 14 G X 2.5 Z 16 G X 2 Z 14 G X 2 Z 16 G X 1.5 Z 14 G X 1.5 Z 16 G PL-20 SUBJECT TO CHANGE WITHOUT NOTICE

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