PROFIS Design Guide - AC 318-19 July 2022 | Page 317

2.0 SHEAR

2.5 Steel Failure with Lever Arm
Variables ƒ u , min
Variables ETAG 001 Annex C Provision Comments for PROFIS Engineering
ƒ u , min
5.2.3.2 Steel failure b ) Shear load with lever arm
The characteristic bending resistance M 0Rk , s is given in the relevant ETA .
The value of M 0Rk , s for anchors according to current experience is obtained from Equation ( 5.5b ).
Equation ( 5.5b ) may be used only if the anchor has not a significantly reduced section along the length of the bolt .
PROFIS Engineering uses the provisions given in the European Technical Approval Guideline ( ETAG ) titled ETAG 001 Metal Anchors for Use in Concrete Annex C : Design Methods for Anchorages to consider bolt bending as a possible shear failure mode . The parameter “ ƒ u , k
” in ETAG 001 Equation ( 5.5 ) is defined as the “ characteristic steel ultimate tensile strength ”, and is used to calculate the “ characteristic bending resistance ” ( M 0Rk , s
) of an anchor element . PROFIS Engineering designates M 0 Rk , s as “ M0 s ”, and the elastic section modulus “ W el ” as “ S ”.
PROFIS Engineering calculates M 0 using the following equation : s
PROFIS Engineering cast-in anchor portfolio values for ƒ uta .
MATERIAL SPECIFICATION
AES D1.1
ASTM F 1554
ASTM F 1554
ASTM F 1554
GRADE OR TYPE
DIAMETER ( d 0
) ( in )
TENSILE STRENGTH ( ƒ uta
) ( ksi )
YIELD STRENGTH
( ƒ ya ) ( ksi )
GROSS AREA ( in 2 )
EFFECTIVE AREA ( A se
)
( in 2 )
B
0.500
65
51
0.196
B
0.625
65
51
0.307
B
0.750
65
51
0.442
B
0.875
65
51
0.601
36
0.500
58
36
0.196
0.142
36
0.625
58
36
0.307
0.226
36
0.750
58
36
0.442
0.334
36
0.875
58
36
0.601
0.462
36
1.000
58
36
0.785
0.606
36
1.125
58
36
0.994
0.763
36
1.250
58
36
1.227
0.969
36
1.375
58
36
1.485
1.160
36
1.500
58
36
1.767
1.410
36
1.750
58
36
2.405
1.900
36
2.000
58
36
3.142
2.500
55
0.500
75
55
0.196
0.142
55
0.625
75
55
0.307
0.226
55
0.750
75
55
0.442
0.334
55
0.875
75
55
0.601
0.462
55
1.000
75
55
0.785
0.606
55
1.125
75
55
0.994
0.763
55
1.250
75
55
1.227
0.969
55
1.375
75
55
1.485
1.160
55
1.500
75
55
1.767
1.410
55
1.750
75
55
2.405
1.900
55
2.000
75
55
3.142
2.500
105
0.500
125
105
0.196
0.142
105
0.625
125
105
0.307
0.226
105
0.750
125
105
0.442
0.334
105
0.875
125
105
0.601
0.462
105
1.000
125
105
0.785
0.606
105
1.125
125
105
0.994
0.763
105
1.250
125
105
1.227
0.969
105
1.375
125
105
1.485
1.160
105
1.500
125
105
1.767
1.410
105
1.750
125
105
2.405
1.900
105
2.000
125
105
3.142
2.500
M 0 s = ( 1 . 2 )( S )( ƒ u , min ) where by the parameter “ ƒ u , min
” corresponds to the minimum specified ultimate tensile strength of the anchor element . The parameter “ ƒ u , min
” can also be expressed as “ ƒ uta
”. Minimum specified ultimate tensile strength values for the PROFIS Engineering cast-in anchor portfolio are shown to the left as “ ƒ uta
”. For the post-installed anchors in its portfolio , PROFIS Engineering uses the minimum specified ultimate tensile strength values given in the ICC-EC evaluation report ( ESR ) for the anchor element that has been selected . Examples of post-installed anchor minimum specified ultimate tensile strength values are shown to the left as
ƒ uta
-values .
Reference the Equations section of the report for more information on the following PROFIS Engineering parameters :
M 0 : characteristic flexural resistance of the anchor element s
S : elastics section modulus for the anchor element
Reference the Calculations section of the report for more information on the PROFIS Engineering parameter :
M 0 : characteristic flexural resistance of the anchor element s
317 NORTH AMERICAN PROFIS ENGINEERING ANCHORING TO CONCRETE DESIGN GUIDE — ACI 318-19 Provisions