“CLIPCONN” — BEAM END CONNECTION USING CLIP ANGLES
“CLIPCONN” is a spreadsheet program written in MS-Excel for the purpose of analysis of steel beam end
connections using double clip angles either welded or bolted to the beam web, and bolted to either the column
flange, column web, or girder web. The connections may be subjected to end shear reaction and/or axial load.
Specifically, all applicable “limit states” for the end connection analysis pertaining to the clip angles, bolts, beam
web, column flange or web, and girder web are checked.
This program is a workbook consisting of eight (8) worksheets, described as follows:
Worksheet Name Description
Doc This documentation sheet
Welded Clips(Col Flg) Clip angles welded to beam web and bolted to column flange
Welded Clips(Col Web) Clip angles welded to beam web and bolted to column web
Welded Clips(Girder) Clip angles welded to beam web and bolted to girder web
Bolted Clips(Col Flg) Clip angles bolted to beam web and bolted to column flange
Bolted Clips(Col Web) Clip angles bolted to beam web and bolted to column web
Bolted Clips(Girder) Clip angles bolted to beam web and bolted to girder web
Uncoped Beam Table End shear reaction capacities for uncoped beams using clip angles
Program Assumptions and Limitations:
- This program follows the procedures and guidelines of the AISC 9th Edition Allowable Stress (ASD) Manual
(1989) and the AISC 9th Edition Manual Vol. II – Connections (1992).
- This program uses the database of member dimensions and section properties from the “AISC Shapes
Database”, Version 3.0 (2001) as well as the AISC 9th Edition (ASD) Manual (1989).
- This program assumes that the tension capacity for any “limit state” is reduced by the presence of shear.
For allowable bolt tension in the presence of shear, the “interaction” (combined stresses) is handled directly
by the AISC Code equations. For other “limit states” in combined stresses such as bolt bearing, gross and
net shear and tension, and block shear and tension tearout, the effect of “interaction” is handled by use of
the formula, P/Ra+(R/Rv)^2=1, as suggested from the following reference:
“Combined Shear and Tension Stress” – by Subhash C. Goel, AISC Journal, 3rd Qtr.-1986.
Thus, the reduction factor applied to the tension “limit state” capacity is = (1-R/Rv)^2.
where: R = actual shear end reaction
Rv = allowable shear capacity for the particular “limit state” considered
- This program follows the procedure for “yield line” theory for the flexural analysis of either a column web or
a girder web subjected to an axial load, as outlined in “Connections” by Larry S. Muir and William A. Thornton
and published by Cives Steel Company.
(Note: This booklet is a reprint of Chapter 3, from the “Structural Steel Designer’s Handbook, 4 th Edition.)
- This program contains numerous “comment boxes” which contain a wide variety of information including
explanations of input or output items, equations used, data tables, etc. (Note: presence of a “comment box”
is denoted by a “red triangle” in the upper right-hand corner of a cell. Merely move the mouse pointer to the
desired cell to view the contents of that particular “comment box”.)