Product Overview

TECHNICAL GUIDE – MECHANICAL ANCHORS ©2021 DEWALT – REV. E
A
NCHORS & FASTENERS
STRENGTH DESIGN (SD)
Mechanical anchors
16
Shear Design Information for Screw-Bolt+ Anchor in Concrete
1,2,7,8
CODE LISTED
ICC-ES ESR-3889
Design Characteristic
Notation Units Nominal Anchor Diameter
1/4 3/8 1/2 5/8 3/4
Anchor category 1, 2 or 3 - 1 1 1 1 1
Minimum nominal
embedment depth
h
nom
in.
(mm)
1-5/8
(41)
2-1/2
(64)
2
(51)
2-1/2
(64)
3-1/4
(83)
2-1/2
(64)
3
(76)
4-1/4
(108)
3-1/4
(64)
4
(64)
5
(127)
4-1/4
(108)
Steel Strength in Shear (ACI 318-14 17.5.1 or ACI 318-11 D.6.1)
Steel strength in shear
5
V
sa
lb
(kN)
1,635
(7.3)
2,040
(9.1)
3,465
(15.4)
3,465
(15.4)
4,345
(19.3)
8,860
(39.4)
8,860
(39.4)
11,175
(49.7)
12,310
(54.8)
12,310
(54.8)
15,585
(69.3)
19,260
(85.7)
Reduction factor for steel strength
3,4
f
- 0.60
Steel Strength in Shear for Seismic Applications (ACI 318-14 17.2.3.3 or ACI 318-11 D.3.3.3)
Steel strength in shear, seismic
6
V
eq
lb
(kN)
1,360
(6.1)
1,700
(7.7)
2,415
(10.9)
2,415
(10.9)
3,030
(13.6)
7,090
(31.9)
7,090
(31.9)
8,940
(40.2)
9,845
(44.3)
9,845
(44.3)
12,465
(56.1)
15,405
(69.3)
Reduction factor for steel strength
in shear for seismic
3,4
f
- 0.60
Concrete Breakout Strength in Shear (ACI 318-14 17.5.2 or ACI 318-11 D.6.2)
Nominal anchor diameter d
a
in.
(mm)
0.250
(6.4)
0.375
(9.5)
0.500
(12.7)
0.625
(15.9)
0.750
(19.1)
Load bearing length of anchor ℓ
e
in.
(mm)
1.20
(30)
1.94
(49)
1.33
(34)
1.75
(44)
2.39
(61)
1.75
(44)
2.17
(55)
3.23
(82)
2.24
(57)
2.88
(73)
3.73
(95)
3.08
(78)
Reduction factor for
concrete breakout
3
f
- 0.70 (Condition B)
Pryout Strength in Shear (ACI 318-14 17.5.3 or ACI 318-11 D.6.3)
Coefficient for pryout strength k
cp
- 1 1 1 1 1 1 1 2 1 2 2 2
Effective embedment h
ef
in.
(mm)
1.20
(30)
1.94
(49)
1.33
(34)
1.75
(44)
2.39
(61)
1.75
(44)
2.17
(55)
3.23
(82)
2.24
(57)
2.88
(73)
3.73
(95)
3.08
(78)
Reduction factor for
pryout strength
3
f
- 0.70 (Condition B)
For SI: 1 inch = 25.4 mm; 1 ksi = 6.894 N/mm
2
; 1 ft-lb = 1.356 N-m; 1 lb = 0.0044 kN.
1. The data in this table is intended to be used with the design provisions of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable; for anchors resisting seismic load combinations the
additional requirements of ACI 318-17 17.2.3 or ACI 318-11 D.3.3, as applicable shall apply.
2. Installation must comply with published instructions and details.
3. All values of f were determined from the load combinations of IBC Section 1605.2, ACI 318-14 Section 5.3, or ACI 318-11 Section 9.2. If the load combinations of ACI 318-11 Appendix C
are used, the appropriate value of f must be determined in accordance with ACI 318-11 Section D.4.4. For reinforcement that complies with ACI 318-14 Chapter 17 or ACI 318-11 Appendix
D requirements for Condition A, see ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for the appropriate f factor when the load combinations of IBC Section 1605.2, ACI 318-14
Section 5.3, or ACI 318-11 Section 9.2 are used.
4. The anchors are considered a brittle steel elements as defined by ACI 318-14 2.3 or ACI 318-11 D.1.
5. Reported values for steel strength in shear are based on test results per ACI 355.2, Section 9.4 and must be used for design in lieu of the calculated results using equation 17.5.1.2(b) of
ACI 318-14 or equation D-29 in ACI 318-11 D.6.1.2.
6. Reported values for steel strength in shear are for seismic applications and based on test results in accordance with ACI 355.2, Section 9.6 and must be used for design.
7. Anchors are permitted in the topside of concrete-filled steel deck assemblies in accordance with the Installation Detail for Anchors in the Top of Concrete Over Steel Deck Floor and Roof
Assemblies with Minimum Topping Thickness.
8. Anchors are permitted to be used in lightweight concrete in provided the modification factor λ a equal to 0.8 λ is applied to all values of f'c affecting N
n
.