Anchor O . D . |
d a
|
mm
( in )
|
12
( 0.47 )
|
15
( 0.59 )
|
18
( 0.71 )
|
24
( 0.94 )
|
28
( 1.10 )
|
Effective min . embedment 2
|
h ef
|
mm
( in )
|
60
( 2.36 )
|
70
( 2.76 )
|
80
( 3.15 )
|
100
( 3.94 )
|
125
( 4.92 )
|
Min . specified yield strength |
psi |
81,200 |
65,300 |
||||
HSL-3-R |
( N / mm 2 ) |
( 560 ) |
( 450 ) |
||||
Min . specified yield strength
HSL-3-GR
|
f ya
|
psi
( N / mm 2 )
|
81,200
( 560 )
|
||||
Min . specified yield strength
HSL-3-SKR
|
psi
( N / mm 2 )
|
81,200
( 560 )
|
65,300
( 450 )
|
NA |
NA |
||
Min . specified ult . strength |
f ut
|
psi
( N / mm 2 )
|
101,500
( 700 )
|
||||
Effective tensile stress area |
A se , N
|
in 2
( mm 2 )
|
0.057
( 36.6 )
|
0.090
( 58.0 )
|
0.131
( 84.3 )
|
0.243
( 157.0 )
|
0.380
( 245.0 )
|
Resistance modification factor for tension , steel failure modes 3
|
R |
- |
0.80 |
D . 5.3 |
||||
Resistance modification factor for shear , steel failure modes 3
|
R |
- |
0.75 |
D . 5.3 |
||||
Factored steel resistance in tension |
N sar
|
lb
( kN )
|
3,915
( 17.4 )
|
6,205
( 27.6 )
|
9,020
( 40.1 )
|
16,800
( 74.7 )
|
26,215
( 116.6 )
|
D . 6.1.2 |
Factored steel resistance in shear
HSL-3-R
|
lb
( kN )
|
6,365
( 28.3 )
|
8,985
( 40.0 )
|
11,665
( 51.9 )
|
18,375
( 81.7 )
|
20,810
( 92.6 )
|
D . 7.1.2 |
|
Factored steel resistance in shear
HSL-3-GR
|
V sar
|
lb
( kN )
|
5,775
( 25.7 )
|
8,455
( 37.6 )
|
11,295
( 50.2 )
|
18,575
( 82.6 )
|
22,930
( 102.0 )
|
D . 7.1.2 |
Factored steel resistance in shear
HSL-3-SKR
|
lb
( kN )
|
4,815
( 21.4 )
|
5,345
( 23.8 )
|
7,755
( 34.5 )
|
NA |
NA |
D . 7.1.2 |
|
Factored steel resistance in shear , seismic — all versions |
V sar , eq
|
lb
( kN )
|
1,735
( 7.7 )
|
4,230
( 18.8 )
|
4,515
( 20.1 )
|
9,170
( 40.8 )
|
9,170
( 40.8 )
|
|
Coeff . for factored conc . breakout resistance , uncracked concrete |
k c , uncr
|
- |
10.0 |
11.3 |
12.6 |
D . 6.2.2 |
Modification factor for anchor resistance , tension , uncracked conc . 4
|
ψ c , N
|
- |
1.0 |
D . 6.2.6 |
||||
Anchor category |
- |
- |
3 |
2 |
2 |
1 |
1 |
D . 5.3 ( c ) |
Factored pullout resistance in 20 MPa uncracked concrete 6
|
N pr , uncr
|
lb
( kN )
|
1,870
( 8.3 )
|
NA |
D . 6.3.2 |
|||
Factored pullout resistance in 20 MPa cracked concrete 6
|
N pr , cr
|
lb
( kN )
|
NA |
2,700
( 12.0 )
|
NA |
NA |
8,310
( 37.0 )
|
D . 6.3.2 |
Factored seismic pullout resistance in 20 MPa cracked concrete
6
|
N pr , eq
|
lb
( kN )
|
1,620
( 7.2 )
|
2,700
( 12.0 )
|
3,985
( 17.7 )
|
6,565
( 29.2 )
|
8,310
( 37.0 )
|
|
Load bearing length of anchor in shear |
l e
|
mm
( in )
|
24
( 0.94 )
|
30
( 1.18 )
|
36
( 1.42 )
|
48
( 1.89 )
|
56
( 2.20 )
|
D . 7.2.2 |
1 Design information in this table is taken from ICC-ES ESR-1545 , table 4 , and converted for use with CSA A23.3 Annex D . | ||||||||
2 See Figure 1 and 2 . | ||||||||
3 The HSL-3-R is considered a ductile steel element as defined by CSA A23.3 Annex D section D . 2 . | ||||||||
4 For all design cases , ψ c , N = 1.0 . The appropriate coefficient for breakout resistance for cracked concrete ( kc , cr ) or uncracked concrete ( k c , uncr
) must be used .
| ||||||||
5 For use with the load combinations of CSA A23.3 chapter 8 . Condition B applies where supplementary reinforcement in conformance with CSA A23.3 | ||||||||
section D . 5.3 is not provided , or where pullout or pryout strength governs . For cases where the presence of supplementary reinforcement can be verified , the resistance | ||||||||
modification 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 .
|