Steel Column Cap Plate Design

Cap and base or end plate column splices are covered in chapter 6 of the green book.

Steel column cap plate design.

A w10 x 49 column is supported by a concrete pier whose top surface is 19 inches x 19 inches. Max column cap plate thickness 1 2 and 3 16 min. Please contact the structural engineer involved with your project before you order your steel to make sure you have the correct cap and base plates for your columns. Crane girder design 5 crane column cap plates allow girder end rotation avoid thick cap plates place the bolts outside of the column flanges.

The design examples provide coverage of all applicable limit states whether or not a. Detailing requirements design procedures worked examples and. Most engineers will specify a bolted connection between the cap plate and steel beam to comply with osha regulations and for ease of construction and inspection. Applied to the column member s and bolted to the beam or rafter especially cap plate connections in mezzanine floor structures.

Design examples v14 0 american institute of steel construction iii preface the primary objective of these design examples is to provide illustrations of the use of the 2010 aisc specification for structural steel buildings ansi aisc 360 10 and the 14th edition of the aisc steel construction manual. Base plate material is a36 steel and concrete compressive strength is 3 ksi. Do not use knee braces allow for adjustment in placing the crane girder. Typical column cap plate connection without stiffener plates.

Design a base plate given that the column dead load is 100 kips and live load is 150 kips. Ccos minimum column diameter is 3. When a concentrated tensile or compressive force acts on the end of a round or rectangular hss column with a cap plate and the force is in the direction of the hss axis the walls of the hss member could fail in sidewall yielding with consideration of shear lag. The ccos must be attached to the column cap plate with 4 ccos self tapping screws through the end plate and into the bottom of the ccos.

6 tie back design. If cap and base plate splices are located away from a point of restraint special consideration should be given to ensuring adequate stiffness so that the member design is not invalidated.