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For steel frames supported on base plates, a small horizontal force can be resisted by the friction between the plate and the underlying concrete. The lateral forces acting on a structure will produce a horizontal reaction at the foundation level. How do you calculate the shear in anchor rods?

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Unlike the anchor reinforcement, the supplementary reinforcement does not need to be designed and detailed to take the full tension load. For ductile failures, the φ-factor is 0.75. The ACI 318 penalizes brittle failures with a lower φ-factor of 0.70, unless a supplementary reinforcing is provided, in which case φ is 0.75 , except for pullout. Any concrete failure, either breakout, pullout or side blowout, will be a brittle failure. If the controlling failure mode is either the steel strength or the anchor reinforcement strength, then the failure will be ductile. The φ-factor is affected by the ductility of the anchorage. The ACI 318 anchorage provisions follow the Ultimate Strength Design, therefore the nominal strengths will be affected by a φ factor in order to be compared to the factored tension force for anchor bolt design. What is the φ-factor for tension anchors?

Concrete side-face blowout - It assumes splitting of the concrete at anchors loaded in tension that are close to an edge ( hef > 2.5 Ca1).

Pullout strength - It's the load at which crushing of the concrete occurs due to bearing of the anchor head.

This anchor reinforcement, however, must be designed and detailed carefully so that the strength of the rebars can be developed at both sides of the failure surface. To prevent this kind of failure, the ACI allows the use of reinforcing steel across the failure surface. The calculation of the breakout failure mode is particularly important since a concrete failure would be non-ductile, and therefore it should be avoided.

As the applied moment increases, only a portion of the plate is under compression and the anchor rods provide the required tension to maintain the static equilibrium, as shown in the right picture below. In these two cases there’s no tension in the anchor rods. If we add a small moment, the bearing diagram varies but the full base plate is still under compression, as shown in the center picture below. For compression columns with no moments, the bearing diagram is uniform, as shown in the left picture below. Let's assume a typical column base plate with anchor rods at the corners.

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Our software ASDIP STEEL will be used to support this discussion. The ACI 318 treats separately tension and shear, and then it combines both effects in an interaction diagram. This document covers the required steps in the process of the design of cast-in anchor rods normally encountered in column base plates.Īnchor rods are usually subjected to a combination of tension and shear forces. Technique Teaching for Learners with Studying Disabilities, 2nd Release.The design of anchor rods has become complex and cumbersome with the development of the ACI 318 anchoring provisions, originally in the Appendix D of the ACI 318-11 and earlier, and in the Chapter 17 of the ACI 318-14 and later.

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