Brief description of post 3-compression.

3- Column compressive strength by the general equation.

Column Compressive strength by the general equation.

Brief content Content of the video.

The equation of Euler for the long column is at the right side of the dotted line for long columns, elastic buckling, the code specifies the equation used for long columns to get the value of the critical stress as  Fcr=0.877*Fe, Where Fe is the item =(Pe/Ag), for which  Fe=Pe /Ag= π^2 E/(KL/r)^2.

The content of this post is included in the video from time:0 till 4:46. This video has a subtitle and closed caption in English. 

You can click on any picture to enlarge, then press the small arrow at the right to review all the other images as a slide show.

The content of the lecture

The content of the lecture is about the Code provision of compression members for the global buckling.

Introduction to the General provision.

Our subject as of today will be the American code provision of compression members, to get the value of the column compressive strength also a solved problem to differentiate between short and long columns, there is a graph based on the AISC code, the horizontal axis x resembles, the quantity KL/r, the slenderness ratio and for the y-axis the division of Fcr /Fy, where Fcr is the critical load /area, which is the compressive strength.

The curve consists of two shapes, the one at the left is the equation of short columns, and inelastic buckling, while the curve at the right is the equation of Euler for long columns and the dotted line is the extension of the Euler equation. 

   At the right side of the vertical dotted line is the equation of Euler for long columns, elastic buckling, which is for long columns represented by the equation  Fcr=0.877Fe, Where Fe is the item =(Pe/Ag), for which Pe /ag= π^2 E/(KL/r)^2, that is what the AISC has established the equation for the critical load estimation. 

While for the other equation, the column compressive strength is estimated as (0.658 ^ (Fy/Fe) * Fy, where Fy is the yield stress.

The other curve at the left side gives the value of 1 at the intersection with the y-axis, the value for KL/r, that differentiate between long and short column is set = 4.71* sqrt( E/Fy).
If the kL/r value is greater than the previous value, then the column is considered as a long column, and the equation is represented by 0.877 Fe. 
                                                 

Column compressive strength by the general provision.

 BUT if the kl/r value is <  4.71 *sqrt( E/Fy), then the column is considered as a short column, the Fcr is given by the equation column compressive strength Fcr =( 0.658 ^ Fy/Fe * Fy), the parameters for LRFD the Φ =0.90),  while the Ω for  ASD=1.67, in the old books the Φ was =0.85.           

Effective length parameters for columns.

 The next slide shows the symbols used for the effective length factor and the AISC provision.

  Flexural buckling of members without slender elements.

For the local buckling,  here again, we review the effective length symbols as L=laterally unbraced length of the member, r is the radius of gyration, k is the value for the end conditions of the column.  The chapter which is relating to the columns in the code is chapter  E, while chapter F is for bending moments for beams is chapter F.

For the equation E3-1, the  Pn, where Pn is the nominal load Pn = Fcr * Ag.

Provision E from the Aisc code.

As previously mentioned, if (k*L/r) < 4.*sqrt( E/Fy), then, column compressive strength fcr is estimated from  the formula = 0.658 ^(Fy/Fe) all *Fy, and the column is short.But if (k*L/r) > 4.71 * the Sqrt( E/Fy), then the column is long.

Elastic buckling stress formula.

Fe is the buckling stress determined by using equation E3-4 from AISc.

This is the pdf file used in the illustration of this post and the next post.

The next post is Solved problem 4-20-how to find design compressive strength?

For a good reference from Prof. T. Bart Quimby, P.E, Ph.D., F.ASCE, refer to this link for Limit State of Flexural Buckling for Compact and Non-compact Sections.

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