Nominal anchor diameter |
Ref |
|||||
1 / 4 |
3 / 8 |
1 / 2 |
5 / 8 |
3 / 4 |
1 |
A23.3-14 |
c min
|
( mm ) |
( 35 ) |
( 51 ) |
( 41 ) |
( 64 ) |
( 48 ) |
( 41 ) |
( 41 ) |
( 83 ) |
( 64 ) |
( 64 ) |
( 83 ) |
( 76 ) |
( 73 ) |
( 89 ) |
( 76 ) |
in . |
1-3 / 8 |
2 |
1-5 / 8 |
2-1 / 2 |
1.875 |
1-5 / 8 |
1-5 / 8 |
3-1 / 4 |
2-1 / 2 |
2-1 / 2 |
3-1 / 4 |
3 |
2-7 / 8 |
3-1 / 2 |
3 |
s min
|
( mm ) |
( 32 ) |
( 51 ) |
( 44 ) |
( 64 ) |
( 57 ) |
( 2 ) |
( 48 ) |
( 79 ) |
( 54 ) |
( 54 ) |
( 102 ) |
( 89 ) |
( 89 ) |
( 127 ) |
( 121 ) |
in . |
1-1 / 4 |
2 |
1-3 / 4 |
2-1 / 2 |
2-1 / 4 |
2 |
1-7 / 8 |
3-1 / 8 |
2-1 / 8 |
2-1 / 8 |
4 |
3-1 / 2 |
3-1 / 2 |
5 |
4-3 / 4 |
h o
|
( mm ) |
( 50.8 ) |
( 67 ) |
( 67 ) |
( 102 ) |
( 98 ) |
( 121 ) |
( 117 ) |
( 146 ) |
||
in . |
2 |
2-5 / 8 |
2-5 / 8 |
4 |
3-7 / 8 |
4-3 / 4 |
4-1 / 2 |
5-3 / 4 |
5 |
6-3 / 4 |
f ya
|
( N / mm 2 ) |
( 585 ) |
( 634 ) |
( 634 ) |
( 634 ) |
( 524 ) |
( 524 ) |
psi |
84,800 |
92,000 |
92,000 |
92,000 |
76,000 |
76,000 |
f uta
|
( N / mm 2 ) |
( 793 ) |
( 793 ) |
( 793 ) |
( 793 ) |
( 621 ) |
( 621 ) |
psi |
115,000 |
115,000 |
115,000 |
115,000 |
90,000 |
90000 |
A se , N
|
( mm 2 ) |
( 12.9 ) |
( 38.7 ) |
( 71.0 ) |
( 109.7 ) |
( 154.8 ) |
( 154.8 ) |
in 2
|
0.02 |
0.06 |
0.11 |
0.17 |
0.24 |
0.47 |
Resistance modification |
||||
factor for tension , steel |
R |
- |
0.80 |
D . 5.3 |
failure modes 3
|
Resistance modification |
||||
factor for shear , steel failure |
R |
- |
0.75 |
D . 5.3 3
|
modes |
Modification factor for |
||||
anchor resistance , tension , |
ψ c , N
|
- |
1.0 |
D . 6.2.6 |
uncracked concrete 4
|
Resistance modification |
|||||
factor for tension and shear , concrete failure |
R |
- |
0.85 |
1.00 |
D . 5.3 ( c ) |
modes , Condition B 5
|
1 |
Design information in this table is taken from ICC-ES ESR-2302 , dated December 1 , 2020 table 4 , and converted for use with CSA A23.3 Annex D . |
|
2 |
See figure 1 of this section . |
|
3 |
The stainless steel KWIK Bolt 3 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 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-2302 for additional information . |