Purlin Load Tables - PRWeb

1 Purlin Load TablesZEE SECTIONSSTEEL BUILDINGS, 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 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. Copyright Whirlwind Steel Buildings, Inc. All Rights page intentionally left Load TablesWHIRLWIND BUILDING COMPONENTS8234 Hansen Rd.

2 | Houston, TX 77075 | (Phone) | (US Wats) .. 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.

3 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 table of ContentsPRICE SUBJECT TO CHANGE WITHOUT NOTICE SUBJECT TO CHANGE WITHOUT NOTICE PL-1 Purlin Load TablesWHIRLWIND BUILDING COMPONENTS8234 Hansen Rd. | Houston, TX 77075 | (Phone) | (US Wats) Properties were computed in accordance with the 2001 edition of the AISI specifi cations, ASD provisions.

4 When selecting sections for specifi c 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 specifi cations and safety considerations is with the designer and/or material specifi For special conditions not covered in the Tables , or for selecting sections for a specifi c application, contact your A yield point of 57 ksi (Fy) was used in determining the values in these in.^2 Effective area of the section for axial loadingArea in.^2 Full unreduced cross-section area of the sectionB in. Flange widthB1 in. Top fl ange width of non-symmetrical sectionB2 in.

5 Bottom fl ange width of non-symmetrical sectionCw in.^6 Torsional warping constant of the cross-sectionD in. Depth of sectiond in. Lip lengthIx in.^4 Moment of inertia about the x-axisIxd in. ^4 Defl ection moment of inertia about the x-axisIxy in.^4 Product of inertia of full section about major and minor centroidal axesIy in.^4 Moment of inertia about the y-axisJ in.^4 St. Venant torsion constantKLx ft. Effective length for buckling about the x-axisM kip-in. Allowable bending strength under simultaneous shear or axial loadMa kip-in. Allowable bending strengthPtf kips Allowable compressive axial strength for through-fastened conditionR in. Inside bend radiusrx in. Radius of gyration of the full cross-section about the x-axisry in.

6 Radius of gyration of the full cross-section about the y-axisSe in.^3 Elastic section modulus of the effective section calculated with extreme compression or tension fi ber at Fy (yield point)Se Pos in.^3 Elastic section modulus of the effective section calculated with extreme compression or tension fi ber at Fy (yield point), for positive bendingSe Neg in.^3 Elastic section modulus of the effective section calculated with extreme compression or tension fi ber at Fy (yield point) for negative bendingSx 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 loadVa kips Allowable shear strengthWt/ft lb Weight of section, in pounds per foot of lengthx bar in.

7 Distance from extreme fi ber to the neutral axis along the x-axisx0 in. Distance from the shear center to centroid along the principal x-axisy bar in. Distance from the extreme fi ber to the neutral axis along the y-axisPL-2 SUBJECT TO CHANGE WITHOUT NOTICEWHIRLWIND BUILDING COMPONENTS8234 Hansen Rd. | Houston, TX 77075 | (Phone) | (US Wats) Load TablesNotes1. These properties are used to compute the laterally braced strength of sections. (Reference AISI )Torsional Properties1. 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 fl ange attached to a qualifying deck or sheathing with qualifying fasteners.

8 (Reference AISI )3. Appropriate factors of safety have been and Axial PropertiesCombined and Shear Bending1. Listed values are the allowable combined shear and bending in the absence of axial 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 Appropriate factors of safety have been 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 Allowable values listed in the Unbraced columns are for cases where no lateral bracing of any type is present for the full span Allowable values listed in the Through-Fastened columns are for cases where the tension fl ange is through-fastened to deck or sheathing and the compression fl ange is unbraced.

9 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 but failing others by a narrow margin are listed with an asterisk (*) next to the value (please see the through fastened qualifi cation 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 regarding support conditions, panel type, allowable insulation thickness, and panel fasteners must be met in order to utilize the listed TO CHANGE WITHOUT NOTICE PL-3 Purlin Load TablesWHIRLWIND BUILDING COMPONENTS8234 Hansen Rd.

10 | Houston, TX 77075 | (Phone) | (US Wats) Crippling1. One-fl ange loading or reaction occurs when the clear distance between the bearing edges of adjacent opposite concentrated loads or reactions is greater than times the fl at dimension of the section s web Two-fl ange 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 times the fl at dimension of the section s web depth3. 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 times the fl at dimension of the section s web Interior loading or reaction typically occurs when the distance from the edge of the bearing to the end of the member is greater than times the flat dimension of the section s web Appropriate factors of safety have been applied.