Steel Column Cap Plate Design Example

A w10 x 49 column is supported by a concrete pier whose top surface is 19 inches x 19 inches.

Steel column cap plate design example.

The design examples provide coverage of all applicable limit states whether or not a. Base plate material is a36 steel and concrete compressive strength is 3 ksi. Practical design and detailing of steel column base plates table of contents description page no. 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.

Example 6 designing a steel column based on given dead and live loads effective length and yield stress. 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. Hss column cap plate connections limit state of wall local yielding. The design examples provide coverage of all applicable limit states whether or not a particular limit state controls the design of the member or connection.

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. Design a base plate given that the column dead load is 100 kips and live load is 150 kips. Detailing requirements design procedures worked examples and. Cap and base or end plate column splices are covered in chapter 6 of the green book.

Example 5 calculate the design and allowable compressive strength per lrfd and asd using tables from aisc. 1 0 2 0 3 0 4 0 5 0 6 0 introduction 2 1 1 preface 2 1 2 purpose 2 1 3 organization 2 design guidelines for materials and fabrication 2 1 materials 2 1 1 anchor bolts and nuts 2 1 2 plates. 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.