(a) Headed studs and headed bolts having a geometry that has been demonstrated to result in a pullout strength in uncracked concrete equal to or exceeding 1.4N_{p}, where N_{p} is given in Eq. (17.4.3.4)
(b) Hooked bolts having a geometry that has been demonstrated to result in a pullout strength without the benefit of friction in uncracked concrete equal to or exceeding 1.4N_{p}, where N_{p} is given in Eq. (17.4.3.5)
(c) Postinstalled expansion and undercut anchors that meet the assessment criteria of ACI 355.2
(d) Adhesive anchors that meet the assessment criteria of ACI 355.4
Failure mode under investigation  Critical spacing 

Concrete breakout in tension  3h_{ef} 
Bond strength in tension  2c_{Na} 
Concrete breakout in shear  3c_{a}_{1} 
Only those anchors susceptible to the particular failure mode under investigation shall be included in the group.
(a) For single anchors, the concretegoverned strength shall be greater than the steel strength of the anchor. For anchor groups, the ratio of the tensile load on the most highly stressed anchor to the steel strength of that anchor shall be equal to or greater than the ratio of the tensile load on tension loaded anchors to the concretegoverned strength of those anchors. In each case:
(i) The steel strength shall be taken as 1.2 times the nominal steel strength of the anchor.
(ii) The concretegoverned strength shall be taken as the nominal strength considering pullout, sideface blowout, concrete breakout, and bond strength as applicable. For consideration of pullout in groups, the ratio shall be calculated for the most highly stressed anchor.
In addition, the following shall be satisfied:
(iii) Anchors shall transmit tensile loads via a ductile steel element with a stretch length of at least eight anchor diameters unless otherwise determined by analysis.
(iv) Where anchors are subject to load reversals, the anchor shall be protected against buckling.
(v) Where connections are threaded and the ductile steel elements are not threaded over their entire length, the ratio of f_{uta}/f_{ya} shall not be less than 1.3 unless the threaded portions are upset. The upset portions shall not be included in the stretch length.
(vi) Deformed reinforcing bars used as ductile steel elements to resist earthquake effects shall be limited to ASTM A615 Grades 40 and 60 satisfying the requirements of 20.2.2.5(b) or ASTM A706 Grade 60.
(b) The anchor or group of anchors shall be designed for the maximum tension that can be transmitted to the anchor or group of anchors based on the development of a ductile yield mechanism in the attachment in tension, flexure, shear, or bearing, or a combination of those conditions, and considering both material overstrength and strain hardening effects for the attachment. The anchor design tensile strength shall be calculated from 17.2.3.4.4.
(c) The anchor or group of anchors shall be designed for the maximum tension that can be transmitted to the anchors by a nonyielding attachment. The anchor design tensile strength shall be calculated from 17.2.3.4.4.
(d) The anchor or group of anchors shall be designed for the maximum tension obtained from design load combinations that include E, with E increased by Ω_{o}. The anchor design tensile strength shall be calculated from 17.2.3.4.4.
(a) ϕN_{sa} for a single anchor, or for the most highly stressed individual anchor in a group of anchors
(b) 0.75ϕN_{cb} or 0.75ϕN_{cbg}, except that N_{cb} or N_{cbg} need not be calculated where anchor reinforcement satisfying 17.4.2.9 is provided
(c) 0.75ϕN_{pn} for a single anchor, or for the most highly stressed individual anchor in a group of anchors
(d) 0.75ϕN_{sb} or 0.75ϕN_{sbg}
(e) 0.75ϕN_{a} or 0.75ϕN_{ag}
where ϕ is in accordance with 17.3.3.
 For the calculation of the inplane shear strength of anchor bolts attaching wood sill plates of bearing or nonbearing walls of lightframe wood structures to foundations or foundation stem walls, the inplane shear strength in accordance with 17.5.2 and 17.5.3 need not be computed and 17.2.3.5.3 shall be deemed to be satisfied provided all of the following are met:
 The allowable inplane shear strength of the anchor is determined in accordance with ANSI/AWC NDS Table 12E for lateral design values parallel to grain.
 The maximum anchor nominal diameter is ^{5}/_{8} inch (16 mm).
 Anchor bolts are embedded into concrete a minimum of 7 inches (178 mm).
 Anchor bolts are located a minimum of 1^{3}/_{4} inches (45 mm) from the edge of the concrete parallel to the length of the wood sill plate.
 Anchor bolts are located a minimum of 15 anchor diameters from the edge of the concrete perpendicular to the length of the wood sill plate.
 The sill plate is 2inch (51 mm) or 3inch (76 mm) nominal thickness.
 For the calculation of the inplane shear strength of anchor bolts attaching coldformed steel track of bearing or nonbearing walls of lightframe construction to foundations or foundation stem walls, the inplane shear strength in accordance with 17.5.2 and 17.5.3 need not be computed and 17.2.3.5.3 shall be deemed to be satisfied provided all of the following are met:
 The maximum anchor nominal diameter is ^{5}/_{8} inch (16 mm).
 Anchors are embedded into concrete a minimum of 7 inches (178 mm).
 Anchors are located a minimum of 1^{3}/_{4} inches (45 mm) from the edge of the concrete parallel to the length of the track.
 Anchors are located a minimum of 15 anchor diameters from the edge of the concrete perpendicular to the length of the track.
 The track is 33 to 68 mil (0.84 mm to 1.73 mm) designation thickness.
 In lightframe construction bearing or nonbearing walls, shear strength of concrete anchors less than or equal to 1 inch [25 mm] in diameter attaching sill plate or track to foundation or foundation stem wall need not satisfy 17.2.3.5.3(a) through (c) when the design strength of the anchors is determined in accordance with 17.5.2.1(c).
(a) The anchor or group of anchors shall be designed for the maximum shear that can be transmitted to the anchor or group of anchors based on the development of a ductile yield mechanism in the attachment in flexure, shear, or bearing, or a combination of those conditions, and considering both material overstrength and strain hardening effects in the attachment.
(b) The anchor or group of anchors shall be designed for the maximum shear that can be transmitted to the anchors by a nonyielding attachment.
(c) The anchor or group of anchors shall be designed for the maximum shear obtained from design load combinations that include E, with the horizontal component of E increased by Ω_{o}. The anchor design shear strength shall satisfy the shear strength requirements of 17.3.1.1.
Castin and undercut anchor concrete failure..........  1.0λ 
Expansion and adhesive anchor concrete failure....  0.8λ 
Adhesive anchor bond failure per Eq. (17.4.5.2).......  0.6λ 
where λ is determined in accordance with 19.2.4. It shall be permitted to use an alternative value of λ_{a} where tests have been performed and evaluated in accordance with ACI 355.2 or ACI 355.4.
(a) Steel strength of anchor in tension (17.4.1)
(b) Concrete breakout strength of anchor in tension (17.4.2)
(c) Pullout strength castin, postinstalled expansion, or undercut anchor in tension (17.4.3)
(d) Concrete sideface blowout strength of headed anchor in tension (17.4.4)
(e) Bond strength of adhesive anchor in tension (17.4.5)
(f) Steel strength of anchor in shear (17.5.1)
(g) Concrete breakout strength of anchor in shear (17.5.2)
(h) Concrete pryout strength of anchor in shear (17.5.3)
In addition, anchors shall satisfy the required edge distances, spacings, and thicknesses to preclude splitting failure, as required in 17.7.
Table 17.3.1.1—Required strength of anchors, except as noted in 17.2.3
Failure mode  Single anchor  Anchor group^{[1]}  

Individual anchor in a group  Anchors as a group  
Steel strength in tension (17.4.1)  ϕN_{sa} ≥ N_{ua}  ϕN_{sa} ≥ N_{ua,i}  
Concrete breakout strength in tension (17.4.2)  ϕN_{cb} ≥ N_{ua}  ϕN_{cbg} ≥ N_{ua,g}  
Pullout strength in tension (17.4.3)  ϕN_{pn} ≥ N_{ua}  ϕN_{pn} ≥ N_{ua,i}  
Concrete sideface blowout strength in tension (17.4.4)  ϕN_{sb} ≥ N_{ua}  ϕN_{sbg} ≥ N_{ua,g}  
Bond strength of adhesive anchor in tension (17.4.5)  ϕN_{a} ≥ N_{ua}  ϕN_{ag} ≥ N_{ua,g}  
Steel strength in shear (17.5.1)  ϕV_{sa} ≥ V_{ua}  ϕV_{sa} ≥ V_{ua,i}  
Concrete breakout strength in shear (17.5.2)  ϕV_{cb} ≥ V_{ua}  ϕV_{cbg} ≥ V_{ua,g}  
Concrete pryout strength in shear (17.5.3)  ϕV_{cp} ≥ V_{ua}  ϕV_{cpg} ≥ V_{ua,g} 
^{[1]}Required strengths for steel and pullout failure modes shall be calculated for the most highly stressed anchor in the group.
0.55ϕN_{ba} ≥ N_{ua,s}  (17.3.1.2) 
where N_{ba} is determined in accordance with 17.4.5.2.
(a) Anchor governed by strength of a ductile steel element  
(i) Tension loads..................................................  0.75 
(ii) Shear loads.....................................................  0.65 
(b) Anchor governed by strength of a brittle steel element  
(i) Tension loads..................................................  0.65 
(ii) Shear loads.....................................................  0.60 
(c) Anchor governed by concrete breakout, sideface blowout, bond, pullout, or pryout strength 
Condition A 
Condition B 

(i) Shear loads................................... 
..........0.75......... 
...................0.70 
(ii) Tension loads  
Castin headed studs, headed bolts, or hooked bolts..................................................... 
..........0.75......... 
...................0.70 
Postinstalled anchors with category as determined from ACI 355.2 or ACI 355.4  
Category 1.......................................... 
..........0.75......... 
...................0.65 
(Low sensitivity to installation and high reliability)  
Category 2........................................... 
..........0.65......... 
...................0.55 
(Medium sensitivity to installation and medium reliability)  
Category 3......................................... 
..........0.55......... 
...................0.45 
(High sensitivity to installation and lower reliability) 
Condition A applies where supplementary reinforcement is present except for pullout and pryout strengths.
Condition B applies where supplementary reinforcement is not present, and for pullout or pryout strength.
N_{sa} = A_{se,N} f_{uta}  (17.4.1.2) 
where A_{se,N} is the effective crosssectional area of an anchor in tension, in.^{2}, and f_{uta} shall not be taken greater than the smaller of 1.9f_{ya} and 125,000 psi.
(a) For a single anchor
(17.4.2.1a) 
(b) For a group of anchors
(17.4.2.1b) 
Factors ψ_{ec,N}, ψ_{ed,N}, ψ_{c,N}, and ψ_{cp,N} are defined in 17.4.2.4, 17.4.2.5, 17.4.2.6, and 17.4.2.7, respectively. A_{Nc} is the projected concrete failure area of a single anchor or group of anchors that shall be approximated as the base of the rectilinear geometrical figure that results from projecting the failure surface outward 1.5h_{ef} from the centerlines of the anchor, or in the case of a group of anchors, from a line through a row of adjacent anchors. A_{Nc} shall not exceed nA_{Nco}, where n is the number of anchors in the group that resist tension. A_{Nco} is the projected concrete failure area of a single anchor with an edge distance equal to or greater than 1.5h_{ef}
A_{Nco} = 9h_{ef} ^{2}  (17.4.2.1c) 
(17.4.2.2a) 
where k_{c} = 24 for castin anchors and 17 for postinstalled anchors.
The value of k_{c} for postinstalled anchors shall be permitted to be increased above 17 based on ACI 355.2 or ACI 355.4 productspecific tests, but shall not exceed 24.
Alternatively, for castin headed studs and headed bolts with 11 in. ≤ h_{ef} ≤ 25 in., N_{b} shall not exceed
(17.4.2.2b) 
(17.4.2.4) 
but ψ_{ec,N} shall not be taken greater than 1.0. If the loading on an anchor group is such that only some anchors are in tension, only those anchors that are in tension shall be considered when determining the eccentricity e'_{N} for use in Eq. (17.4.2.4) and for the calculation of N_{cbg} according to Eq. (17.4.2.1b).
In the case where eccentric loading exists about two axes, the modification factor ψ_{ec,N} shall be calculated for each axis individually and the product of these factors used as ψ_{ec,N} in Eq. (17.4.2.1b).
If C_{a,min} ≥ 1.5h_{ef}, then ψ_{ed,N} = 1.0  (17.4.2.5a) 
If C_{a,min} < 1.5h_{ef}, then  (17.4.2.5b) 
(a) ψ_{c,N} = 1.25 for castin anchors
(b) ψ_{c,N} = 1.4 for postinstalled anchors, where the value of k_{c} used in Eq. (17.4.2.2a) is 17
Where the value of k_{c} used in Eq. (17.4.2.2a) is taken from the ACI 355.2 or ACI 355.4 product evaluation report for postinstalled anchors qualified for use in both cracked and uncracked concrete, the values of k_{c} and ψ_{c,N} shall be based on the ACI 355.2 or ACI 355.4 product evaluation report.
Where the value of k_{c} used in Eq. (17.4.2.2a) is taken from the ACI 355.2 or ACI 355.4 product evaluation report for postinstalled anchors qualified for use in uncracked concrete, ψ_{c,N} shall be taken as 1.0.
When analysis indicates cracking at service load levels, ψ_{c,N}, shall be taken as 1.0 for both castin anchors and postinstalled anchors. Postinstalled anchors shall be qualified for use in cracked concrete in accordance with ACI 355.2 or ACI 355.4. The cracking in the concrete shall be controlled by flexural reinforcement distributed in accordance with 24.3.2, or equivalent crack control shall be provided by confining reinforcement.
If C_{a,min} ≥ C_{ac}, then ψ_{cp,N} = 1.0  (17.4.2.7a) 
If C_{a,min} < C_{ac}, then  (17.4.2.7b) 
but ψ_{cp,N} determined from Eq. (17.4.2.7b) shall not be taken less than 1.5h_{ef}/c_{ac}, where the critical distance c_{ac} is defined in 17.7.6.
For all other cases, including castin anchors, ψ_{cp,N} shall be taken as 1.0.
N_{pn} = ψ_{c,P}N_{p}  (17.4.3.1) 
where ψ_{c,P} is defined in 17.4.3.6.
N_{p} = 8A_{brg} f'_{c}  (17.4.3.4) 
N_{p} = 0.9f'_{c}e_{h}d_{a}  (17.4.3.5) 
ψ_{c,P} = 1.4
Where analysis indicates cracking at service load levels, ψ_{c,P} shall be taken as 1.0.
(17.4.4.1) 
If c_{a}_{2} for the single headed anchor is less than 3c_{a}_{1}, the value of N_{sb} shall be multiplied by the factor (1 + c_{a}_{2}/c_{a}_{1})/4, where 1.0 ≤ c_{a}_{2}/c_{a}_{1} ≤ 3.0.
(17.4.4.2) 
where s is the distance between the outer anchors along the edge, and N_{sb} is obtained from Eq. (17.4.4.1) without modification for a perpendicular edge distance.
(a) For a single adhesive anchor:
(17.4.5.1a) 
(b) For a group of adhesive anchors:
(17.4.5.1b) 
Factors ψ_{ec,Na}, ψ_{ed,Na}, and ψ_{cp,Na} are defined in 17.4.5.3, 17.4.5.4, and 17.4.5.5, respectively. A_{Na} is the projected influence area of a single adhesive anchor or group of adhesive anchors that shall be approximated as a rectilinear area that projects outward a distance c_{Na} from the centerline of the adhesive anchor, or in the case of a group of adhesive anchors, from a line through a row of adjacent adhesive anchors. A_{Na} shall not exceed nA_{Nao}, where n is the number of adhesive anchors in the group that resist tension loads. A_{Nao} is the projected influence area of a single adhesive anchor with an edge distance equal to or greater than c_{Na}:
A_{Nao} = (2c_{Na})^{2}  (17.4.5.1c) 
where
(17.4.5.1d) 
and constant 1100 carries the unit of lb/in.^{2}
(17.4.5.2) 
The characteristic bond stress τ_{cr} shall be taken as the 5 percent fractile of results of tests performed and evaluated according to ACI 355.4.
Where analysis indicates cracking at service load levels, adhesive anchors shall be qualified for use in cracked concrete in accordance with ACI 355.4.
For adhesive anchors located in a region of a concrete member where analysis indicates no cracking at service load levels, τ_{uncr} shall be permitted to be used in place of τ_{cr} in Eq. (17.4.5.2) and shall be taken as the 5 percent fractile of results of tests performed and evaluated according to ACI 355.4.
It shall be permitted to use the minimum characteristic bond stress values in Table 17.4.5.2, provided (a) through (e) are satisfied:
(a) Anchors shall meet the requirements of ACI 355.4
(b) Anchors shall be installed in holes drilled with a rotary impact drill or rock drill
(c) Concrete at time of anchor installation shall have a minimum compressive strength of 2500 psi
(d) Concrete at time of anchor installation shall have a minimum age of 21 days
(e) Concrete temperature at time of anchor installation shall be at least 50°F
Table 17.4.5.2—Minimum characteristic bond stresses^{[1][2]}
Installation and service environment  Moisture content of concrete at time of anchor installation  Peak inservice temperature of concrete, °F  τ_{cr}, psi  τ_{uncr}, psi 

Outdoor  Dry to fully saturated  175  200  650 
Indoor  Dry  110  300  1000 
^{[1]}Where anchor design includes sustained tension loading, multiply values of τ_{cr} and τ_{uncr} by 0.4.
^{[2]}Where anchor design includes earthquake loads for structures assigned to SDC C, D, E, or F, multiply values of τ_{cr} by 0.8 and τ_{uncr} by 0.4.
(17.4.5.3) 
but ψ_{ec,Na} shall not be taken greater than 1.0.
If the loading on an adhesive anchor group is such that only some adhesive anchors are in tension, only those adhesive anchors that are in tension shall be considered when determining the eccentricity e'_{N} for use in Eq. (17.4.5.3) and for the calculation of N_{ag} according to Eq. (17.4.5.1b).
In the case where eccentric loading exists about two orthogonal axes, the modification factor ψ_{ec,Na} shall be calculated for each axis individually and the product of these factors used as ψ_{ec,Na} in Eq. (17.4.5.1b).
If C_{a,min} ≥ C_{Na}, then ψed,Na = 1.0  (17.4.5.4a) 
If C_{a,min} < C_{Na}, then  (17.4.5.4b) 
If C_{a,min} ≥ C_{ac}, then ψcp,Na = 1.0  (17.4.5.5a) 
If C_{a,min} < C_{ac}, then  (17.4.5.5b) 
but ψ_{cp,Na} determined from Eq. (17.4.5.5b) shall not be taken less than c_{Na}/c_{ac}, where the critical edge distance c_{ac} is defined in 17.7.6. For all other cases, ψ_{cp,Na} shall be taken as 1.0.
(a) For castin headed stud anchor
V_{sa} = A_{se,V} f_{uta}  (17.5.1.2a) 
where A_{se,V} is the effective crosssectional area of an anchor in shear, in.^{2}, and f_{uta} shall not be taken greater than the smaller of 1.9f_{ya} and 125,000 psi.
(b) For castin headed bolt and hooked bolt anchors and for postinstalled anchors where sleeves do not extend through the shear plane
V_{sa} = 0.6A_{se,V} f_{uta}  (17.5.1.2b) 
where A_{se,V} is the effective crosssectional area of an anchor in shear, in.^{2}, and f_{uta} shall not be taken greater than the smaller of 1.9f_{ya} and 125,000 psi.
(c) For postinstalled anchors where sleeves extend through the shear plane, V_{sa} shall be based on the results of tests performed and evaluated according to ACI 355.2. Alternatively, Eq. (17.5.1.2b) shall be permitted to be used.
(a) For shear force perpendicular to the edge on a single anchor
(17.5.2.1a) 
(b) For shear force perpendicular to the edge on a group of anchors
(17.5.2.1b) 
(c) For shear force parallel to an edge, V_{cb} or V_{cbg} shall be permitted to be twice the value of the shear force determined from Eq. (17.5.2.1a) or (17.5.2.1b), respectively, with the shear force assumed to act perpendicular to the edge and with ψ_{ed,V} taken equal to 1.0.
(d) For anchors located at a corner, the limiting nominal concrete breakout strength shall be determined for each edge, and the minimum value shall be used.
Factors ψ_{ec,V}, ψ_{ed,V}, ψ_{c,V}, and ψ_{h,V} are defined in 17.5.2.5, 17.5.2.6, 17.5.2.7, and 17.5.2.8, respectively. V_{b} is the basic concrete breakout strength value for a single anchor. A_{Vc} is the projected area of the failure surface on the side of the concrete member at its edge for a single anchor or a group of anchors. It shall be permitted to evaluate A_{Vc} as the base of a truncated halfpyramid projected on the side face of the member where the top of the halfpyramid is given by the axis of the anchor row selected as critical. The value of c_{a}_{1} shall be taken as the distance from the edge to this axis. A_{Vc} shall not exceed nA_{Vco}, where n is the number of anchors in the group.
A_{Vco} is the projected area for a single anchor in a deep member with a distance from edges equal or greater than 1.5c_{a}_{1} in the direction perpendicular to the shear force. It shall be permitted to evaluate A_{Vco} as the base of a halfpyramid with a side length parallel to the edge of 3c_{a}_{1} and a depth of 1.5c_{a}_{1}
A_{Vco} = 4.5(c_{a}_{1})^{2}  (17.5.2.1c) 
Where anchors are located at varying distances from the edge and the anchors are welded to the attachment so as to distribute the force to all anchors, it shall be permitted to evaluate the strength based on the distance to the farthest row of anchors from the edge. In this case, it shall be permitted to base the value of c_{a}_{1} on the distance from the edge to the axis of the farthest anchor row that is selected as critical, and all of the shear shall be assumed to be carried by this critical anchor row alone.
(a)  (17.5.2.2a) 
where ℓ_{e} is the loadbearing length of the anchor for shear:
ℓ_{e} = h_{ef} for anchors with a constant stiffness over the full length of embedded section, such as headed studs and postinstalled anchors with one tubular shell over full length of the embedment depth;
ℓ_{e} = 2d_{a} for torquecontrolled expansion anchors with a distance sleeve separated from expansion sleeve, and ℓ_{e} ≤ 8d_{a} in all cases.
(b)  (17.5.2.2b) 
(17.5.2.3) 
where ℓ_{e} is defined in 17.5.2.2 provided that:
(a) For groups of anchors, the strength is determined based on the strength of the row of anchors farthest from the edge
(b) Anchor spacing s is not less than 2.5 in.
(c) Reinforcement is provided at the corners if c_{a}_{2} ≤ 1.5h_{ef}
(a) c_{a}_{2} /1.5, where c_{a}_{2} is the largest edge distance
(b) h_{a} /1.5
(c) s/3, where s is the maximum spacing perpendicular to direction of shear, between anchors within a group
(17.5.2.5) 
but ψ_{ec,V} shall not be taken greater than 1.0.
If the loading on an anchor group is such that only some anchors are loaded in shear in the same direction, only those anchors that are loaded in shear in the same direction shall be considered when determining the eccentricity of e'_{V} for use in Eq. (17.5.2.5) and for the calculation of V_{cbg} according to Eq. (17.5.2.1b).
ψ_{c,V} = 1.4
For anchors located in a region of a concrete member where analysis indicates cracking at service load levels, the following modification factors shall be permitted:
ψ_{c,V} = 1.0 for anchors in cracked concrete without supplementary reinforcement or with edge reinforcement smaller than a No. 4 bar
ψ_{c,V} = 1.2 for anchors in cracked concrete with reinforcement of a No. 4 bar or greater between the anchor and the edge
ψ_{c,V} = 1.4 for anchors in cracked concrete with reinforcement of a No. 4 bar or greater between the anchor and the edge, and with the reinforcement enclosed within stirrups spaced at not more than 4 in.
(a) For a single anchor
V_{cp} = k_{cp} N_{cp}  (17.5.3.1a) 
For castin, expansion, and undercut anchors, N_{cp} shall be taken as N_{cb} determined from Eq. (17.4.2.1a), and for adhesive anchors, N_{cp} shall be the lesser of N_{a} determined from Eq. (17.4.5.1a) and N_{cb} determined from Eq. (17.4.2.1a).
(b) For a group of anchors
V_{cpg} = k_{cp} N_{cpg}  (17.5.3.1b) 
For castin, expansion, and undercut anchors, N_{cpg} shall be taken as N_{cbg} determined from Eq. (17.4.2.1b), and for adhesive anchors, N_{cpg} shall be the lesser of N_{ag} determined from Eq. (17.4.5.1b) and N_{cbg} determined from Eq. (17.4.2.1b).
In Eq. (17.5.3.1a) and (17.5.3.1b), k_{cp} = 1.0 for h_{ef} < 2.5 in.; and k_{cp} = 2.0 for h_{ef} ≥ 2.5 in.
Unless determined in accordance with 17.3.1.3, anchors or groups of anchors that are subjected to both shear and axial loads shall be designed to satisfy the requirements of 17.6.1 through 17.6.3. The values of ϕN_{n} and ϕV_{n} shall be the required strengths as determined from 17.3.1.1 or from 17.2.3.
(17.6.3) 
Minimum spacings and edge distances for anchors and minimum thicknesses of members shall conform to 17.7.1 through 17.7.6, unless supplementary reinforcement is provided to control splitting. Lesser values from productspecific tests performed in accordance with ACI 355.2 or ACI 355.4 shall be permitted.
Adhesive anchors......................................................................  6d_{a} 
Undercut anchorss ..................................................................  6d_{a} 
Torquecontrolled anchors......................................................  8d_{a} 
Displacementcontrolled anchors...........................................  10d_{a} 
Adhesive anchors..................................................................  2h_{ef} 
Undercut anchors.................................................................  2.5h_{ef} 
Torquecontrolled expansion anchors...............................  4h_{ef} 
Displacementcontrolled expansion anchors...................  4h_{ef} 