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Metal Buildings


In addition to the general submittal requirements required for residential or commercial buildings, please note these additional requirements specific to metal buildings.


Minimum submission must include foundation plan, roof framing plan, wall elevations, cross- section and framing details. All drawings and calculations must be signed and sealed by an Arizona registered Architect or Engineer.

  • Foundation plan: Show size of footings, size and extent of the steel and dimensions of all concrete. Anchor bolt locations and column reactions may be on an additional sheet of prepared by the building manufacturer. If not, they must be shown on the foundation plan.
  • Roof framing plan: Line diagram showing all structural framing, beams, columns, purlins, struts, X- bracing and other secondary framing required to provide a complete structure. Members may be called out by shop place mark rather than by structural size. However, if this is done a cross reference table must be provide on the same sheet so that the dimensions and properties of all load bearing members can be easily located and identified.
  • Wall framing elevation: Line diagrams similar to the roof framing plan which call out or reference the size of all structural wall framing.
  • Cross section: Section must clearly show the primary structural frame actually to be used on the submitted building including base, haunch and ridge plate connections. The size of all web and flange members must be noted as well as all bolts and welding, height, width and depth of all members must be clearly dimensioned. Any clips or connections welded to the frame at the manufacturer’s plant must be shown. The ASTM designations and yield stress of material used must be indicated.
  • Framing details: Details should include connections of all load bearing structural members including end walls, canopy beams, lean-tos, crane brackets, etc.

Structural Calculations

The minimum submission must include analysis and design of the roof and wall sheathing, secondary framing, primary rigid framing, end wall or wind column design, longitudinal wind load design, and a soils report. Design dead load must be broken down to components, such as roofing, deck, purlins, ceiling, allowance for mechanical systems, if any, and shown on plans.
Design live loads shall conform to IBC Chapter 16.

  • Roof and wall sheathing: Design must show the shape, dimension, section properties, and yield stress of the particular decking being used. If standard sheets are submitted, the particular gage must be identified as well as figures showing that the load carrying capabilities exceed the actual vertical or horizontal loads.
  • Secondary framing: Design must indicate the size, shape and, section properties of all light gage purlins and girts. Standard sheets may be utilized if the actual loading and span of the submitted members are indicated and calculations demonstrate that the standard members are adequate to support the loads.
  • Primary rigid frame: Design may be a hand analysis or a computer programmed design based on virtual work, slope deflection, energy equations, column analogy (elastic weights), or finite element analysis. Other recognized methods of analysis may be accepted at the discretion of the building official. All computer printouts shall be for the particular building submitted and must indicate all dimensions, loads and loading combinations as well as size and geometrical and section properties of members designed. Both vertical and horizontal reactions at base must be diagrammatically shown, or clearly identified. Calculations shall be provided for all base, haunch and ridge plate connections as well as canopy beams, lean-tos, portal bents and other special structural members.
  • End walls: Design must be complete and include beams, columns, and bracing. Calculations on columns shall include combined axial and bending stresses. Where a full frame is used in the end wall, columns may be designed for wind load only. Design shall include calculations on end wall rod bracing.
  • Longitudinal wind loads: Design shall indicate method of transferring end wall wind load to sidewall foundations. Either rod bracing or portal bracing methods are acceptable. Vertical diaphragm method may be used if substantiating data either calculation or test, is submitted, together with the proper diaphragm detailing. Calculations must show how wind load is transferred to the eave strut. Design of all portal connections shall be clearly indicated.
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Carla Blackwell

Chris Poirier
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Joseph Godoy
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 Daniel Ice
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