Portion thereof is completed by the erector and

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portion thereof is completed by the Erector and accepted by the Owner’s Designated Representative for Construction. Code of Standard Practice for Steel Buildings and Bridges , March 7, 2000 AMERICAN INSTITUTE OF STEEL CONSTRUCTION 50
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PAGE 89 APPENDIX 7.12. Structural Steel Frame Tolerances The accumulation of the mill tolerances and fabrication tolerances shall not cause the erection tolerances to be exceeded. Commentary: In previous editions of this Code, it was stated that “…variations are deemed to be within the limits of good practice when they do not exceed the cumulative effect of rolling tolerances, fabricating tolerances and erection tolerances.” It is recognized in the current provision in this Section that accumulations of mill tolerances and fabrication tolerances generally occur between the locations at which erection tolerances are applied, and not at the same loca- tions. 7.13. Erection Tolerances Erection tolerances shall be defined relative to member working points and working lines, which shall be defined as follows: (a) For members other than horizontal members, the member work point shall be the actual center of the member at each end of the shipping piece. (b) For horizontal members, the working point shall be the actual centerline of the top flange or top surface at each end. (c) The member working line shall be the straight line that con- nects the member working points. The substitution of other working points is permitted for ease of reference, provided they are based upon the above definitions. The tolerances on Structural Steel erection shall be in accor- dance with the requirements in Sections 7.13.1 through 7.13.3. Commentary: The erection tolerances defined in this Section have been devel- oped through long-standing usage as practical criteria for the erec- tion of Structural Steel. Erection tolerances were first defined in the 1924 edition of this Code in Section 7(f), “Plumbing Up.” With the changes that took place in the types and use of materials in build- ing construction after World War II, and the increasing demand by Code of Standard Practice for Steel Buildings and Bridges , March 7, 2000 AMERICAN INSTITUTE OF STEEL CONSTRUCTION 51
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APPENDIX PAGE 90 Architects and Owners for more specific tolerances, AISC adopted new standards for erection tolerances in Section 7(h) of the March 15, 1959 edition of this Code. Experience has proven that those tol- erances can be economically obtained. Differential column shortening may be a consideration in design and construction. In some cases, it may occur due to vari- ability in the accumulation of dead load among different columns (see Figure C–7.1). In other cases, it may be characteristic of the structural system that is employed in the design. Consideration of the effects of differential column shortening may be very impor- tant, such as when the slab thickness is reduced, when electrical and other similar fittings mounted on the Structural Steel are intended to be flush with the finished floor and when there is little clearance
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