1. General
1.1 The design of the structural system shall be a clear or multi-span rigid frame with tapered or straight columns and roof beams; with a gable or monoslope roof.
1.2 Actual building length shall be structural line to structural line and shall be the same as nominal - i.e., the number of bays times length of bays.
1.3 Actual building width shall be structural line to structural line and shall be the nominal building width.
1.4 The roof shall have a minimum slope of 1/4" in 12" slope to a maximum of .625:12 in 0.001" increments.
1.5 All components and parts of the structural system shall be as indicated on the drawings and/or specifications
1.5.1 All components and parts shall be clearly marked and erection drawings shall be supplied for identification and assembly of the parts.
1.5.2 All drawings shall carry the stamp of a registered professional engineer.
1.6 Field modification of parts shall be in accordance with the best standard procedures, require the approval of the manufacturer, and shall be the responsibility of the building erector.
1.7 Foundations
1.7.1 Foundations including anchor bolt embedment length shall be adequately designed by a competent engineer, retained by other than the building manufacturer, in accordance with the best recommended practices for the specific soil conditions of the building site.
a. All reactions for the proper design of foundations shall be supplied by Butler Manufacturing Company.
1.7.2 Anchor bolt diameter shall be as specified by Butler Manufacturing Company's standard anchor bolt layout drawings.
a. Anchor bolts shall be supplied by the contractor, not the building manufacturer.
1.8 Building shall be produced in a manufacturing facility that is certified by the American Institute of Steel Construction - Category MB.
2. Structural Steel Design
2.1 All structural mill sections or welded-up plate sections shall be designed in accordance with the 1989 AISC "Specification for the Design, Fabrication and Erection of Structural Steel for Buildings," and all cold-formed steel structural members shall be designed in accordance with the 1986 AISI "Specification for the Design of Cold-Formed Steel Structural Members."
2.2 The structural system will be designed in accordance with a specified building code. (Refer to Design Loads and Building Codes.)
3. Primary Framing
3.1 Rigid Frames
3.1.1 Frames shall consist of welded-up plate section columns and roof beams complete with necessary splice plates for bolted field assembly.
a. All base plates, cap plates, compression splice plates and stiffener plates shall be factory welded into place and have the connection holes shop fabricated.
b. Columns and roof beams shall be fabricated complete with holes in webs and flanges for the attachment of secondary structural members and bracing except for field work as noted on manufacturer's erection drawings.
3.1.2 All bolts for field assembly of frame members shall be A-325 high strength bolts as indicated on erection drawings.
3.2 Endwall Structurals
3.2.1 The endwall structurals shall be cold-formed channel members designed in accordance with the 1986 AISI Specification or welded-up plate sections designed in accordance with the 1989 AISC Specification.
3.2.2 Endwall frames shall consist of endwall corner posts, endwall roof beams and endwall posts as required by design criteria.
a. All splice plates and base clips shall be shop fabricated complete with bolt connection holes. All base plates, cap plates, compression splice plates and stiffener plates shall be factory welded into place and have the connection holes shop fabricated.
b. Beams and posts shall be shop fabricated complete with holes for the attachment of secondary structural members except for field work as noted on manufacturer's erection drawings.
3.2.3 Intermediate frames shall be substituted for endwall roof beams when specified.
a. Necessary endwall posts and holes for connection to the intermediate frame used in the endwall shall be shop fabricated.
4. Secondary Structural Members
4.1 Wall Girts
4.1.1 Girts shall be "Z" shaped, precision roll formed.
4.1.2 Girts shall be 8" or 9-1/2" "Z" shaped sections.
4.1.3 Outer flange of all girts shall contain factory-punched holes for panel connections. Optional girts are also acceptable without factory punched holes for panel connections.
4.2 Roof Truss Purlins (<=60')
4.2.1 Truss Purlins shall be cold formed trusses which are factory assembled and welded.
4.2.2 Truss Purlins shall be attached to the main frames and endwalls by 1/2" diameter bolts through the end seat of the truss purlin.
4.2.3 Truss Purlins shall be braced on the top and bottom chords spaced at intervals shown on the erection drawings.
4.2.4 All concentrated loads shall be hung at purlin panel points.
4.2.5 Truss Purlin top chords shall have factory punched holes for roof panel clip attachment.
4.3 Eave Struts
4.3.1 Eave Struts and eave members shall be factory pre-punched 9-1/2" or 11" deep "C" sections.
4.4 Bracing
4.4.1 Bracing shall be located as indicated on drawings.
4.4.2 Diagonal bracing shall be hot-rolled rod of size indicated on drawings, and attached to columns and roof beams as shown on the drawings.
4.4.3 Optional fixed base wind posts or pinned base portal frames may be substituted for wall rod bracing on buildings as required.
4.4.4 Flange braces, purlin braces, etc., when required, shall be cold formed and installed as indicated on drawings.
5. Welding
5.1 Welding procedure, operator qualifications and welding quality standards shall be in accordance with the American Welding Society structural welding code. Inspection other than visual inspection as defined by AWS paragraph 8.15.1, shall be identified and negotiated prior to bidding.
5.2 Certification of welder qualification shall be supplied when requested.
5.3 Welding procedure, operator qualifications and welding quality standards shall be in accordance with the Canadian Welding Bureau CSA Standards when required.
6. Structural Painting
6.1 General
6.1.1 All structural steel shall be prime painted as temporary protection against ordinary atmospheric conditions. Subsequent finish, painting, if required, shall be performed in the field by others.
6.1.2 Prior to painting all steel shall be cleaned of loose rust, loose mill scale, dirt and other foreign material. Unless otherwise specified, the fabricator shall not sand blast, flame clean or pickle prior to painting.
6.1.3 Factory cover all steel with one coat of Butler Gray paint formulated to equal or exceed the performance requirements of Federal Specification TT-P-636D, TT-P-664C and SSPC Paint-25.
6.2 Primary Frames
6.2.1 Clean all steel per SSPC-SP2.
6.2.2 Apply one coat of water reducible alkyd primer by spray or dip method to a minimum coating thickness of 1.0 mil.
6.3 Secondary Structurals
6.3.1 Clean all steel per SSPC-SP8 or SSPC-SP6.
6.3.2 Apply one coat of coil applied polyester primer to a minimum coating thickness of 0.5 mil. (purlins and girts).
Form No. 5013