PART 4 SHEAR LOAD
Stand-off Failure Mode
Results ϕ steel
Results 318-14 Chapter 17 Provision Comments for PROFIS Engineering
ϕ steel
5.2.3.2 Steel failure b ) Shear load with lever arm
The characteristic resistance of an anchor , V Rk , s , is given by Equation ( 5.5 ).
V Rk , s
= α M M Rk , s [ N ] ( 5.5 ) l PROFIS Engineering calculations for shear resistance of an anchor subjected to bending : ϕV M s = ϕ ( α M M s )/ L b modified ETAG 001 Equation ( 5 . 5 ) ACI 318-14 Chapter 17 provisions and ICC-ES data for ϕ-factors
17.3.3 Strength reduction factor ϕ for anchors in concrete shall be as follows when the load combinations of 5.3 are used :
( a ) Anchor governed by strength of a ductile steel element ( i ) Tension loads .......................................... 0.75 ( ii ) Shear loads ........................................... 0.65
( b ) Anchor governed by strength of a brittle steel element ( i ) Tension loads .......................................... 0.65 ( ii ) Shear loads ........................................... 0.60
PROFIS Engineering cast-in-place anchor portfolio .
• AWS D1.1 : 1 / 2 ” – 7 / 8 ” diameters
• Hex head , square head , heavy square head : 1 / 2 ” – 1 1 / 2 ” diameters
• Heavy hex head : 1 / 2 ” – 2 ” diameters
MATERIAL SPECIFICATION
AWS D1.1
ASTM F 1554
ASTM F 1554
GRADE OR TYPE
DIAMETER ( d 0
) ( in )
TENSILE STRENGTH ( f uta
)
( ksi )
YIELD STRENGTH ( f 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 |
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 steel failure mode in shear . When a standoff condition exists for an anchorage , an applied shear load can create bending in the anchors . A shear resistance ( V Rk , s
) for the anchor element is calculated per ETAG Equation ( 5.5 ). ACI 318 anchoringto-concrete provisions require calculation of a “ nominal strength ” which is then multiplied by a strength reduction factor ( s ) ( ϕ-factor ) to obtain a “ design strength ”. The parameter “ V sM
” in PROFIS Engineering corresponds to the “ nominal shear strength ” with respect to bending , and is calculated as follows :
V s
M
= ( α M
M s
)/ L b
The parameter “ ϕV sM
” in PROFIS Engineering corresponds to the “ design shear strength ” with respect to bending , and is calculated as follows :
ϕV s
M
= ϕ [( α M
M s
)/ L b ].
Therefore , the PROFIS Engineering parameter “ ϕV sM ”, corresponds to the parameter “ V Rk , s
” in Equation ( 5.5 ). PROFIS Engineering designates the ϕ-factor corresponding to steel failure “ ϕ steel
”.
When designing cast-in-place anchors , PROFIS Engineering uses the ϕ-factors given in ACI 318-14 Section 17.3.3 . The ϕ steel
-values for the cast-in-place anchors in the PROFIS Engineering portfolio correspond to the ϕ-factors given in Section 17.3.3 for ductile steel elements . In the absence of product-specific data , the ϕ-factors in Section 17.3.3 can be used as guide values for post-installed anchors ; however , ϕ-factors derived from product-specific testing should always be used for the actual design of post-installed anchors .
Post-installed mechanical anchors can be shown compliance under the International Building Code via testing per the ICC-ES acceptance criteria AC193 in conjunction with the ACI standard ACI 355.2 . Post-installed adhesive anchor systems can be shown compliance under the International Building Code via testing per the ICC-ES acceptance criteria AC308 in conjunction with the ACI standard ACI 355.4 . PROFIS Engineering uses the ϕ-factors derived from AC193 / ACI 355.2 or AC308 / ACI 355.4 testing , as given in the ICC-ESR for the anchor . The ϕ-factors in the ICC-ESR correspond to the ACI 318 ϕ-factors for “ ductile steel element ” and “ brittle steel element ”, as determined by the product testing and material properties for a specific anchor element .
Reference the Results section of the report for more information on the following PROFIS Engineering parameters .
V sM
:
ϕV sM
:
Nominal shear strength ( resistance ) for bending Design shear strength ( resistance ) for bending
342 NORTH AMERICAN PROFIS ENGINEERING ANCHORING TO CONCRETE DESIGN GUIDE — ACI 318-14 Provisions