Product Overview

12
TECHNICAL GUIDE – ADHESIVES ©2021 DEWALT – REV. F
Adhesives
A
NCHORS & FASTENERS
STRENGTH DESIGN (SD)
Steel Tension and Shear Design for Reinforcing Bars in Normal Weight Concrete
(For use with load combinations taken from ACI 318-14 Section 5.3)
CODE LISTED
ICC-ES ESR-2582
Design Information Symbol Units
Nominal Reinforcing Bar Size (Rebar)
1
No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 10
Rebar nominal outside diameter d
a
inch
(mm)
0.375
(9.5)
0.500
(12.7)
0.625
(15.9)
0.750
(19.1)
0.875
(22.2)
1.000
(25.4)
1.125
(28.7)
1.250
(32.3)
Rebar effective cross-sectional area A
se
inch
2
(mm
2
)
0.110
(71.0)
0.200
(129.0)
0.310
(200.0)
0.440
(283.9)
0.600
(387.1)
0.790
(509.7)
1.000
(645.2)
1.270
(819.4)
ASTM
A 615
Grade 75
Nominal strength as governed by
steel strength (for a single anchor)
N
sa
lbf
(kN)
11,000
(48.9)
20,000
(89.0)
31,000
(137.9)
44,000
(195.7)
60,000
(266.9)
79,000
(351.4)
100,000
(444.8)
127,000
(564.9)
V
sa
lbf
(kN)
6,600
(29.4)
12,000
(53.4)
18,600
(82.7)
26,400
(117.4)
36,000
(160.1)
47,400
(210.8)
60,000
(266.9)
76,200
(338.9)
Reduction factor for seismic shear
α V
,seis
- 0.70 0.70 0.80 0.80 0.80 0.80 0.80 0.80
Strength reduction factor for tension
3
φ
- 0.65
Strength reduction factor for shear
3
φ
- 0.60
ASTM
A 615
Grade 60
Nominal strength as governed by
steel strength (for a single anchor)
N
sa
lbf
(kN)
9,900
(44.0)
18,000
(80.1)
27,900
(124.1)
39,600
(176.1)
54,000
(240.2)
71,100
(316.3)
90,000
(400.3)
114,300
(508.4)
V
sa
lbf
(kN)
5,940
(26.4)
10,800
(48.0)
16,740
(74.5)
23,760
(105.7)
32,400
(144.1)
42,660
(189.8)
54,000
(240.2)
68,580
(305.0)
Reduction factor for seismic shear
α V
,seis
- 0.70 0.70 0.80 0.80 0.80 0.80 0.80 0.80
Strength reduction factor for tension
2
φ
- 0.75
Strength reduction factor for shear
2
φ
- 0.65
ASTM A 706
Grade 60
Nominal strength as governed by
steel strength (for a single anchor)
N
sa
lbf
(kN)
8,800
(39.1)
16,000
(71.2)
24,800
(110.3)
35,200
(156.6)
48,000
(213.5)
63,200
(281.1)
80,000
(355.9)
101,600
(452.0)
V
sa
lbf
(kN)
5,280
(23.5)
9,600
(42.7)
14,880
(66.2)
21,120
(94.0)
28,800
(128.1)
37,920
(168.7)
48,000
(213.5)
60,960
(271.2)
Reduction factor for seismic shear
α V
,seis
- 0.70 0.70 0.80 0.80 0.80 0.80 0.80 0.80
Strength reduction factor for tension
2
φ
- 0.75
Strength reduction factor for shear
2
φ
- 0.65
ASTM A 615
Grade 40
Nominal strength as governed by
steel strength (for a single anchor)
N
sa
lbf
(kN)
6,600
(29.4)
12,000
(53.4)
18,600
(82.7)
26,400
(117.4)
In accordance with ASTM A 615, Grade 40
bars are furnished only in sizes
No. 3 through No. 6
V
sa
lbf
(kN)
3,960
(17.6)
7,200
(32.0)
11,160
(49.6)
15,840
(70.5)
Reduction factor for seismic shear
α V
,seis
- 0.70 0.70 0.80 0.80
Strength reduction factor for tension
2
φ
- 0.75
Strength reduction factor for shear
2
φ
- 0.65
1. Values provided for reinforcing bar material types based on minimum specified strengths and calculated in accordance with ACI 318-14 Eq. 17.4.1.2 and Eq. 17.5.1.2b or ACI 318-11 Eq.
(D-2) and Eq. (D-29), as applicable.
2. The tabulated value of φ applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 5.3 or ACI 318-11 9.2, as applicable, are used in accordance with ACI 318-14
17.3.3 or ACI 318-11 D.4.3, as applicable. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of φ must be determined in accordance with ACI 318
D.4.4. Values correspond to ductile steel elements. In accordance with ACI 318-14 17.2.3.4.3(a)(vi) or ACI 318-11 D.3.3.4.3(a)6, as applicable, deformed reinforcing bars meeting this
specification used as ductile steel elements to resist earthquake effects shall be limited to reinforcing bars satisfying the requirements of ACI 318-14 20.2.2.4 and 20.2.2.5 or ACI 318-11
21.1.5.2 (a) and (b), as applicable.
3. The tabulated value of φ applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 5.3 or ACI 318-11 9.2, as applicable, are used in accordance with ACI 318-14 17.3.3
or ACI 318-11 D.4.3, as applicable. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of φ must be determined in accordance with ACI 318 D.4.4. Values
correspond to brittle steel elements.