Product Technical Guide Excerpt for HSL-3 Heavy Duty Expansion Anchor

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Anchor Fastening Technical Guide Edition 19 | 3.0 ANCHORING SYSTEMS | 3.3.2 HSL-3 HEAVY-DUTY EXPANSION ANCHORS
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Table 11 - Hilti HSL-3 design information in accordance with CSA A23.3-14 Annex D
1
Design parameter Symbol Units
Nominal anchor diameter
Ref
A23.3-14
M8 M10 M12 M16 M20 M24
Anchor O.D. d
a
mm 12 15 18 24 28 32
(in.) (0.47) (0.59) (0.71) (0.94) (1.10) (1.26)
Effective minimum embedment
2
h
ef
mm 60 70 80 100 125 150
(in.) (2.4) (2.8) (3.1) (3.9) (4.9) (5.9)
Minimum concrete thickness h
min
mm
See table 5
(in.)
Critical edge distance c
ac
mm
See table 5
(in.)
Minimum edge distance
c
min
mm
See table 5
(in.)
for s >
mm
See table 5
(in.)
Minimum anchor spacing
s
min
mm
See table 5
(in.)
for c >
mm
See table 5
(in.)
Minimum hole depth in concrete h
o
mm 80 90 105 125 155 190
(in.) (3.1) (3.5) (4.1) (4.9) (6.1) (7.5)
Minimum specied yield strength f
ya
N/mm
2
641
(psi) (93,000)
Minimum specied ultimate strength f
uta
N/mm
2
800
(psi) (116,000)
Effective tensile stress area A
se,N
mm
2
36.8 58.1 84.5 156.8 245.2 352.9
(in
2
) (0.057) (0.090) (0.131) (0.243) (0.380) (0.547)
Steel embed. material resistance factor
for reinforcement
ф
s
- 0.85 8.4.3
Resistance modication factor for tension, steel failure modes
3
R - 0.80 D.5.3
Resistance modication factor for shear, steel failure modes
3
R - 0.75 D.5.3
Factored steel resistance in tension N
sar
lb 4,495 7,100 10,335 19,170 29,975 43,145
D.6.1.2
(kN) (20.0) (31.6) (46.0) (85.3) (133.3) (191.9)
Factored steel resistance in shear HSL-3, HSL-B, HSL-3-SK,
HSL-3-SH
V
sar
lb 4,615 6,520 9,385 17,025 25,195 29,295
D.7.1.2
(kN) (20.5) (29.0) (41.7) (75.7) (112.1) (130.3)
Factored steel resistance in shear HSL-3-G
lb 3,870 5,345 7,755 14,460 21,140
NA D.7.1.2
(kN) (17.2) (23.8) (34.5) (64.3) (94.0)
Factored steel resistance in shear, seismic HSL-3, HSL-B,
HSL-3-SK, HSL-3-SH
V
sar,eq
lb 2,940 5,390 7,580 15,805 18,575 24,335
(kN) (13.1) (24.0) (33.7) (70.3) (82.6) (108.3)
Factored steel resistance in shear, seismic HSL-3-G
lb 2,410 4,415 6,265 13,430 15,595
NA
(kN) (10.7) (19.6) (27.9) (59.7) (69.4)
Coeff. for factored conc. breakout resistance,
uncracked concrete
k
c,uncr
- 10 D.6.2.2
Coeff. for factored conc. breakout resistance, cracked concrete
k
c,cr
- 7 10 D.6.2.2
Modication factor for anchor resistance, tension,
uncracked concrete
4
ψ
c,N
- 1.0 D.6.2.6
Anchor category - - 1.0 D.5.3 (c)
Concrete material resistance factor
ф
c
- 0.65 8.4.2
Resistance modification factor for tension and shear, concrete
failure modes, Condition B
5
R - 1.0 D.5.3 (c)
Factored pullout resistance in 20 MPa uncracked concrete
6
N
pr,uncr
lb 2,945
NA NA NA NA NA D.6.3.2
(kN) (13.1)
Factored pullout resistance in 20 MPa cracked concrete
6
N
pr,cr
lb 1,970 3,150
NA NA NA NA D.6.3.2
(kN) (8.8) (14.0)
Factored seismic pullout resistance in
20 MPa cracked concrete
6
N
pr,eq
lb 1,970 3,150
NA NA NA
10,030
(kN) (8.8) (14.0) (44.6)
Load bearing length of anchor in shear
ℓ
e
mm 24 30 36 48 56 64
D.7.2.2
(in.) (0.94) (1.18) (1.42) (1.89) (2.20) (2.52)
1 Design information in this table is taken from ICC-ES ESR-1545, dated March, 2016, table 3, and converted for use with CSA A23.3-14 Annex D.
2 See gure 1 of this section.
3 The HSL-3 is considered a ductile steel element as dened by CSA A23.3-14 Annex D section D.2.
4 For all design cases, ψ
c,N
= 1.0. The appropriate coefcient for breakout resistance for cracked concrete (k
c,cr
) or uncracked concrete (k
c,uncr
) must be used.
5 For use with the load combinations of CSA A23.3-14 chapter 8. Condition B applies where supplementary reinforcement in conformance with CSA A23.3-14
section D.5.3 is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be veried, the
resistance modication factors associated with Condition A may be used.
6 For all design cases, ψ
c,P
= 1.0. NA (not applicable) denotes that this value does not control for design. See section 4.1.4 of ESR-1545 for additional
information.