Design Guide 7: Industrial Buildings - Roofs to Anchor Rods by American Institute of Steel Construction

By American Institute of Steel Construction

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Additional resources for Design Guide 7: Industrial Buildings - Roofs to Anchor Rods (2004) 2nd Edition

Sample text

If the web is taking the anchor load from the base plate, the web and its attachment to the base plate should be checked. A more refined analysis for anchor rods positioned inside the column flanges would consider bending about both the web and the column flanges (two-way bending). For the twoway bending approach, the derived bending moments should be consistent with compatibility requirements for deformations in the base plate. In either case, the effective bending width for the base plate can be conservatively approximated using a 45° distribution from the centerline of the anchor rod to the face of the column flange or web.

Based on recent research results. If the edge distance c1 is large enough, then the anchor rod shear capacity will govern. 65 where fut is the specified tensile strength of the anchor steel, and n is the number of anchors. 31nAse fut. 0 (all anchors at same load). 30 Bo Fig. 1 Concrete Breakout Cone for Shear Fig. 3 Concrete Reinforcement to Improve Shear Capacity Where Edge Distance is Limited DESIGN GUIDE 7 / INDUSTRIAL BUILDINGS—ROOFS TO ANCHOR RODS, 2ND EDITION / 31 load. 4 is used. ACI 318-02 Appendix D does not recognize the benefit of the friction.

These limits are rarely codified and are often selectively applied project by project based on the experience of the parties involved. In AISC Design Guide 3 (Fisher, 2003) several criteria are given for the control of building drift and wall deflection. These criteria, when used, should be presented to the DESIGN GUIDE 7 / INDUSTRIAL BUILDINGS—ROOFS TO ANCHOR RODS, 2ND EDITION / 39 building owner as they help establish the quality of the completed building. To be useful, a serviceability criterion must set forth three items: 4.

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