# Significant Changes in the 2005 ACI Code, Including Changes Affecting Precast/Prestressed Concrete Part 2

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2 on eccentricity of applied loads, and Ψ ec,v is used to modify the shear strength of anchors based on eccentricity of applied loads. Concrete Breakout Strength of Anchor in Tension In Section D.5.2.1, the equations for the nominal concrete breakout strength, N cb or N cbg, of a single anchor or a group of anchors in tension have been changed as follows: N cb = A N A No Ψ 2 Ψ 3 N b has been replaced by: and N cb = A NC A NCo Ψ ed,n Ψ c,n Ψ cp,n N b N cbg = A N A No Ψ 1 Ψ 2 Ψ 3 N b has been replaced by: (D-4) N cbg = A NC Ψ ec,n Ψ ed,n Ψ c,n Ψ cp,n N b (D-5) A NCo Apart from a change of notation, a new modification factor Ψ cp,n has been added to each equation for reasons that need to be explained. Appendix D of ACI assumed that anchors with an edge distance equal to 1.5h ef or greater developed the basic concrete breakout strength in tension. Test experience has since shown that many torque-controlled and displacement-controlled expansion anchors and some undercut anchors require an edge distance greater than 1.5h ef to meet this requirement in uncracked concrete without supplementary reinforcement to control splitting. These types of anchors introduce splitting tensile stresses in the concrete during installation that are increased during load application and may cause a premature splitting failure. The Ψ cp,n factor is a new modification factor for these types of anchors to prevent splitting failure where supplementary reinforcement to prevent splitting is not present. Basic Concrete Breakout Strength of Post-Installed Anchors In Section D.5.2.2, the basic concrete breakout strength of a single anchor in tension in cracked concrete is given as follows: The intent is to clarify the design of post-installed anchors in cracked and uncracked concrete in the body of the Code rather than in the Commentary. Anchor Close to Three or More Edges Section D now states that where anchors are located less than 1.5h ef from three or more edges, the value of h ef used in Eqs. (D-4) through (D-11) must be the greater of c a,max /1.5 and one-third of the maximum spacing between anchors within the group; in ACI , it was just c a,max /1.5. The limit on h ef of at least one-third of the maximum spacing between anchors within the group prevents the designer from using a calculated strength based on individual breakout prisms for a group anchor configuration. Code Fig. RD.5.2.3, reproduced here as Fig. 1, is useful in understanding the requirement of Section D To visualize the requirement, move the concrete breakout surface, which originates at the actual h ef, in a direction parallel to the applied tension toward the surface of the concrete. The value of h ef used in Eqs. (D-4) to (D-11) is determined when either (a) the outer boundaries of the failure surface first intersects a free edge, or (b) the intersection of the breakout surface between anchors within the group first intersects the surface of the concrete. Point A in Fig. 1 defines the intersection of the transported failure surface with the concrete surface and determines the value of h ef to be used in the computation of anchor breakout strength. In Fig. 1, the actual h ef is 5.5 in., but three edges are within 1.5h ef, or 8.25 in., from the end anchor. Therefore, the limiting value of h ef (h ef in the figure) is the larger of c a,max /1.5 and one-third of the maximum spacing for an anchor group. This gives h ef = max (6/1.5, 9/3) = 4 in., which is to be used for the value of h ef in Eqs. (D-4) to (D-11), including the calculation of A NC ; A NC = [(6 + 4)( (4)] = 200 in. 2. Note that by ACI , h ef would also have been equal to 6/1.5 = 4 in. The new modification does not make any difference in this particular example until the spacing between the anchors exceeds (6/1.5)(3) = 12 in. N b = k c f c h ef 1.5 where k c = 24 for cast-in anchors, and k c = 17 for post-installed anchors ACI has added: The volume of k c for post-installed anchors shall be permitted to be increased above 17 based on ACI product-specific tests, but shall in no case exceed 24. The following has been removed from RD.5.2.2: When using k [now k c ] values from ACI product approval reports, Ψ 3 [now Ψ c ] shall be taken as 1.0 because the published test results of the ACI product approval tests provide specific k values for cracked or uncracked concrete. Fig. 1. Anchor in tension close to three or more edges (ACI Code Fig. RD.5.2.3). May-June

4 N cb N cbg Nominal concrete breakout strength in tension of a single anchor, as defined in D.5.2.1, lb, see D.5.2.1, Nominal concrete breakout strength in tension of a group of anchors, as defined in D.5.2.1, lb, see D.5.2.1, Appendix D. N n Nominal strength in tension, lb, N p Pullout strength in tension of a single anchor in cracked concrete, as defined in D or D.5.3.5, lb, see D and D.5.3.5, Appendix D N pn Nominal pullout strength in tension of a single anchor, as defined in D.5.3.1, lb, see D.5.3.1, N sa N s Nominal strength of a single anchor or group of anchors in tension as governed by the steel strength, as defined in D or D.5.1.2, lb, see D and D.5.1.2, N sb Side-face blowout strength of a single anchor, lb, N sbg Side-face blowout strength of a group of anchors, lb, N ua N u Factored tensile force load applied to anchor or group of anchors, lb, s Anchor center to center spacing, in., Center-to-center spacing of items, such as longitudinal reinforcement, transverse reinforcement, prestressing tendons, wires, or anchors, spacing of shear or torsion transverse reinforcement in direction parallel ot longitudinal reinforcement, in., Chapters 11, 10-12, 17-18, 21, s o Spacing of the outer anchors along the edge in a group, in., s s s Sample standard deviation, psi, Chapter 5, V b V cb t Thickness of washer or plate, in., Basic concrete breakout strength in shear of a single anchor in cracked concrete, as defined in D or D.6.2.3, lb, see D and D.6.2.3, Nominal concrete breakout strength in shear of a single anchor, as defined in D.6.2.1, lb, see D.6.2.1, V cbg Nominal concrete breakout strength in shear of a group of anchors, as defined in D.6.2.1, lb, see D.6.2.1, V cp Nominal concrete pryout strength of a single anchor, as defined in D.6.3, lb, see D.6.3, V cpg Nominal concrete pryout strength of a group of anchors, lb, see D.6.3, V n Nominal shear strength, lb, Chapters 8, 10, 11, 21, 22, Appendixces C, D. V sa V s Nominal strength in shear of a single anchor or group of anchors as governed by the steel strength, as defined in D or D.6.1.2, lb, see D and D.6.1.2, V ua V u Factored shear force load applied to a single anchor or group of anchors, lb, φ Strength reduction factor, see 9.3, Chapters 8-11, 13, 14, 17-19, 21, 22, 17-22, Appendices A, B, C, D. ψ c,n ψ 3 Factor used to modify tensile strength of anchors based on presence or absence of cracks in concrete, see D.5.2.6, Modification factor, for strength in tension, to account for cracking, as defined in D and D.5.2.7, ψ c,p ψ 4 Factor used to modify pullout strength of anchors based on presence or absence of cracks in concrete, see D.5.3.6, Modification factor, for pullout strength, to account for cracking, as defined in D and D.5.3.6, ψ c,v ψ 7 to modify shear strength of anchors based on presence or absence of cracks in concrete and presence or absence of Modification factor, for strength in shear, to account for cracking, as defined in D.6.2.7, Factor used supplementary reinforcement, see D for anchors in shear, ψ cp,n Factor used to modify tensile strength of post-installed anchors intended for use in uncracked concrete without supplementary reinforcement, see D.5.2.7, ψ ec,n ψ 1 Factor used to modify tensile strength of anchors based on eccentricity of applied loads, see D.5.2.4, Modification factor, for strength in tension, to account for anchor groups loaded eccentrically, as defined in D.5.2.4, ψ ec,v ψ 5 Factor used to modify shear strength of anchors based on eccentricity of applied loads, see D.6.2.5, Modification factor, for strength in shear, to account for anchor groups loaded eccentrically, as defined in D.6.2.5, ψ ed,n ψ 2 Factor used to modify tensile strength of anchors based on proximity to edges of concrete member, Modification factor, for strength in tension, to account for edge distances smaller than 1.5h ef, as defined in D.5.2.5, see D.5.2.5, ψ ed,v ψ 6 Factor used to modify shear strength of anchors based on proximity to edges of concrete member, see Modification factor, for strength in shear, to account for edge distances smaller than 1.5c 1, as defined in D.6.2.6, D.6.2.6, May-June

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