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This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Steel Designers' Manual - 6th Edition (2003) 926 Tolerances 31.4.3.3 Squareness If the ends of a length of column are not square to its axis, then after erection either the column will not be vertical or else there may be tapered gaps at the joints, depending on the extent to which surrounding parts of the structure prevent the column from tilting. Under load any such gap will try to close, exerting extra forces on the surrounding members. In addition, both a gap or a tilt will induce a local eccentricity in the column. A practical erection criterion is that the column should not lean more than 1 in x (where x is 600 in NSSS and 500 in ENV 1090-1). This slope is measured relative to a line joining the centres of each end of the column length, referred to as the overall centreline. The column is also allowed a lack of straightness tolerance of (length/1000), which corresponds to end slopes of about 1/300 (see Fig. 31.2(a)). It is thus necessary to specify end squareness criteria relative to the overall centreline, rather than to the local centreline adjacent to the end (see Fig. 31.2(b)). There is generally a design assumption that the line of action of the force in the column does not change direction at a braced joint by more than 1/250, requiring an end squareness in a simple bearing connection (relative to the overall axis of the member) of 1/500 (see Fig 31.2(c)). However, full contact bearing generally arises at column splices which are not at braced points, so an end squareness tolerance of 1/1000 is usually specified, producing a maximum change of slope of 1/500 (see Fig. 31.2(d)). Once a column has been erected, it is more practical to measure the remaining gaps in a joint. These gaps are affected not only by the squareness of the ends but also by the second criterion, flatness. 31.4.3.4 Flatness Ends have to be reasonably flat (as distinct from curved or grossly uneven) to enable the load to be transferred properly. Following a history of arguments over appropriate specifications, the American Institute of Steel Construction (AISC) commissioned some tests, which are the basis for their current specifications. It was found that a surprisingly high tolerance was quite acceptable, and that beyond its limit (or to compensate for end squareness deviations) the use of localized packs or shims was acceptable. Basically similar rules are now beginning to appear in other specifications including the CEN standard (see section 31.5.6 in relation to erection tolerances). This is an essentially simple and effective method of correcting excessive gaps on site (see also section 31.5.6). However, inserting shims into column joints is not a matter to be undertaken lightly. It is normally more economic to avoid the need for shimming by working to close fabrication tolerances in joints where full contact bearing is required.
This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Steel Designers' Manual - 6th Edition (2003) slope = 1/250 parabolic curve L/l000 end slope = 1/318.3 for sinusoidal curve (a) over—all cent relin 1 in 500 4 1 in 500 over—all centreline in 250 (b) (c) (d) Fabrication tolerances 927 — full contact bearing squareness of end (relative to over—all centreline) -ends square to over—all axis within 1/1000 in 500 max Fig. 31.2 Squareness of column ends. (a) Bow of 1/1000 giving end slopes of about 1/300. (b) Squareness of end measured relative to overall centreline. (c) Change of direction at a braced joint. (d) End squareness at full contact bearing splice
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