Download e-book for iPad: ACI 355.3R-11 - Guide for Design of Anchorage to Concrete: by ACI Committee 355

By ACI Committee 355

ISBN-10: 0870314254

ISBN-13: 9780870314254

This advisor offers labored examples utilizing the layout provisions in ACI 318 Appendix D. no longer all stipulations are lined in those examples. The necessities of direct stress, direct shear, mixed pressure and shear, and the typical scenario of eccentric shear, as in a bracket or corbel, are provided.

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Extra resources for ACI 355.3R-11 - Guide for Design of Anchorage to Concrete: Examples Using ACI 318 Appendix D

Example text

These tests are carried out assuming that the manufacturer’s installation directions will be followed. Certain types of anchors can be sensitive to variations in hole diameter, cleaning conditions, orientation of the axis, magnitude of the installation torque, crack width, and other variables. Some of this sensitivity is indirectly reflected in the assigned φ values for the different anchor categories, which depend in part on the results of the installation safety tests. 2 acceptance testing results could occur if anchor components are incorrectly exchanged, or if anchor installation criteria and procedures vary from those recommended.

The 2-3/4 in. edge distance represents a typical connection at the base of framed walls using wood 2 x 6 sill members. Fig. 7—Example 5: Single headed bolt in shear near an edge. ) This problem provides the anchor diameter, embedment depth, and anchor material type. The designer is required to compute the maximum reversible service shear load due to wind. Step 1. 2. 3R-11) 2. 1 Eq. 1). 6Ase futa To determine Vua for the steel strength, Eq. (D-2) is combined with Eq. 2 (for a 1/2 in. 2(a)) futa = 58,000 psi.

3 To prevent a pullout failure mode, the requirement for pullout strength of the hooked bolt checks the bearing stress inside the hook. 4(c)ii Eq. 0 considering concrete cracking at service loads eh = 3 in. do = 1 in. 5do Eq. 75φNpn < Nua and φNpn < φNsa Strength requirements are not met. Anchor pullout strength is less than the factored load and less than the steel capacity due to pullout capacity of the hook. 5 times anchor diameter or 4-1/2 in. Extend hook to the maximum allowed amount. Substituting 4-1/2 in.

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ACI 355.3R-11 - Guide for Design of Anchorage to Concrete: Examples Using ACI 318 Appendix D by ACI Committee 355


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