There are very significant organizational as well as technical changes between ACI 318-11 and ACI 318-14. This "block shear" is separate from pullout and is dependent on embedment depth, bearing surface area and concrete strength. AISC-Seismic Seismic Provisions For Structural Steel Buildings, American Institute of Steel Construction May 21, 2002 7.1.3 Definitions. CHAPTER EIGHT DESIGN OF ONE-WAY SLABS 5 8.2.1.6 Minimum Reinforcement Ratio According to ACI Code 10.5.4, the minimum flexural reinforcement is not … ACI 318-08 Part D.3.3 defines seismic anchor design as that which “includes earthquake forces for structures assigned to Seismic Design Category C, D, E, or F”. This chapter gives guidance on the relationships Building system 1 Sp-2 Aci Manual Of Concrete Inspection Pdf 14 DOWNLOAD. spacing/3. is added to these shallow slabs, ultimate capacity is a combination of A.R. Enoch Maguiña. The witnessed testing conducted by Simpson Strong-Tie was used to validate ACI 318-14, Chapter 17 design concepts for anchor reinforcement and the need to design the structural slab to meet amplified 17.2.3.4.3 (a) anchor forces for use in SDC C–F. ACI 318-11 Part D.3.3.5.3(a) (ACI 318-14 Section 17.2.3.5.3(a)) requires the anchorage design to be controlled by ductile yielding of the attachment. ACI 318-11 anchor provisions are given in Appendix D – Anchoring to Concrete. 16 November 2018 Bangkok,Thailand The former Appendix D on concrete anchors is now contained in Chapter 17 of ACI 318-14 and is still called “Anchoring to Concrete . Note that bond strength is considered a “concrete-governed” tension strength for purposes of this check. ACI 318-14: Tension: Applicable OK: 17.2.3.4: Seismic SDC>=C and E>0.2U , Option D is selected to satisfy additional seismic requirements as per 17.2.3.4.3 Shear: Applicable OK: 17.2.3.5: Seismic SDC>=C and E>0.2U , Option C is selected to satisfy additional seismic requirements as per 17.2.3.5.3 Testing indicates that an additional failure mode is possible with a shallow embedment when resisting the breakout area with anchor reinforcement. Unlike ACI 318-08 Appendix D seismic provisions, ACI 318-11 and ACI 318-14 seismic anchor provisions permit design for either tension conditions, or shear conditions, or both tension and shear conditions. Shear anchor design strengths are defined by Vsa for steel failure and (0.75)(VN) for non-steel failure. ACI 318-14 anchor provisions are given in Chapter 17 – Anchoring to Concrete. Initial anchor: hef = 9.39 in. Discussion of the different design options available and the concept of ductility. When considering tension loads that include E, if the value calculated for E is less than or equal to twenty percent of the total factored load, no seismic calculations are required for tension. Contact publisher for all permission requests. All materials contained in this website fall under U.S. copyright laws. ACI 318-14 Chapter 17. Check the minimum beam depth requirement of ACI 318-14 (Table 9.3.1.1) to waive deflection computations. Highlighted are the code provisions which the author of this presentation has used most often while engaged in the design of industrial, marine, and commercial Anchor tension controls at LRFD. requirements of ACI 318 except as modified in this chapter. 9.1.2 References. This web seminar addresses design provisions for anchorage to concrete in ACI 318-14. X: ACI 318: 17.8.2.4: b. But unlike other chapters in the re-organized Code, Chapter 17 essentially remained an untouched clone of Appendix D. ACI 318-11 Part D.3.3.4 – Requirements for tensile loading (ACI 318-14 Section 17.2.3.4) permits a tiered approach to seismic design. This situation illustrates the importance of understanding the local codes, because jurisdictions may make amendments to the IBC model codes. Inspect anchors post-installed in hardened concrete members. Flexural crack widths corresponding to the onset of reinforcing yield under seismic loading are assumed to equal 0.02 inches. When the anchorage design is controlled by a brittle anchor failure mode, an overstrength factor (Ω0) must be applied to the earthquake component (E) of the factored load. In the new code, ACI 318-14, Appendix D is gone (as well as all other Appendices). apply a seismic reduction factor of 0.75 to non-steel design strengths per Part D.3.3.3. The provisions in the option selected must be satisfied for both tension and shear load conditions. Chapter name Chapter no. Bottom cover: 0.75 in. Checks for all special seismic requirements; Anchors can be arranged in grid and perimeter patterns ACI 318-11 seismic anchoring provisions are given in Part D.3.3 – Seismic design requirements. ACI 318-11 Part D.3.3.4.3(c) (ACI 318-14 Section 17.2.3.4.3(c)) permits the anchorage design to be controlled by the strength of a non-yielding attachment, e.g. READ PAPER. 0.a), (17.2.1.2.1a, ACI 318-14). Part D.3.3.6 notes that a nonductile value of 0.5 can be used for “anchors of stud bearing walls” because this application typically consists of multiple anchors capable of load redistribution. In parentheses 318-08 seismic anchoring provisions must be satisfied for both tension and shear Part D.3.3.4.3 ( )., April 2. nd... Chapter 17 seismic calculations content between ACI 318-11 and 318-14! 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