C-M4M4 Erection

M4.2 Stability and Connections

For information on the design of temporary lateral support systems and components for low-rise buildings, see AISC Design Guide 10, Erection Bracing of Low-Rise Structural Steel Buildings (Fisher and West, 1997).

M4.4 Fit of Column Compression Joints and Base Plates

Tests on spliced full-size columns with joints that had been intentionally milled out-of-square, relative to either the strong- or weak-axis, demonstrated that the loadcarrying capacity was the same as that for similar columns without splices (Popov and Stephen, 1977). In the tests, gaps of $\frac{1}{16}$ in. ( 2 mm ) were not shimmed; gaps of $\frac{1}{4}$ in. ( 6 mm ) were shimmed with nontapered mild steel shims. Minimum size partial-joint-penetration groove welds were used in all tests. No tests were performed on specimens with gaps greater than $\frac{1}{4}$ in. ( 6 mm ).

M4.5 Field Welding

The Specification incorporates AWS D1.1/D1.1M (AWS, 2020) by reference. Surface preparation requirements are defined in that code. The erector is responsible for repair of routine damage and corrosion occurring after fabrication. Welding on coated surfaces demands consideration of quality and safety. Wire brushing has been shown to result in adequate quality welds in many cases. Erector weld procedures

accommodate project site conditions within the range of variables normally used on structural steel welding. Welds to material in contact with concrete and welded assemblies in which shrinkage may add up to a substantial dimensional variance may be improved by judicious selection of weld procedure variables and fit-up. These conditions are dependent on other variables such as the condition and content of the concrete and the design details of the welded joint. The range of variables permitted in the class of weld procedures, considered to be prequalified in the process used by the erector, is the range normally used.