Gravity Loaded Column Splices 1

For our industrial and petrochemical structures I was involve, I have not seen a column splice without a splice plate on the web. It is an added assurance in splice connection.

Maybe AISC wants to emphasize in the calculation of splice without consideration on the web splice plate so as to make the design of flange splice plate strong enough to resist the gravity and lateral loads (I would always consider this combination, the splice are closely at 40ft height).

Regards,

There is a rationale behind web splices. The Australian Steel Institute's guide for design of bolted splice connections states that the web splice is designed for:
A - the proportion of the design bending moment on the web
B - the design shear force
C - a proportion of the design axial force

However, there is not complete agreement in the literature on which design actions are applicable for web splice design.

If you're interested, references include:

American Institute of Steel Construction
"Engineering for Steel Construction" 1986
This reference considers actions A, B and C (above)

Breler, Yin and Scalzi
"Design of Steel Structures" 2ED 1968
Actions A, B and C

CONSTRADO
"Steel Designers Manual" 4ED 1972
Actions B and C

Kulak, Fisher and Struik
"Guide to the Design Criteria for Bolted and Riveted Joints" 2ED 1987
Actions B and C

McGuire
"Steel Structures" 1968
Actions A, B and C

Owens and Cheal
"Structural Steelwork Connections" 1989
Actions B and C

Pask
"Manual on Connections for Beam and Column Construction" 1ED 1982
"Manual on Connnections, Vol. 1 - Joints in Simple Construction" 1988
Actions A, B and C