2.0 SHEAR
2.4 Stand-off Failure Mode
Results headed bolt V sa = 0.6A se , V ƒ uta
Results ACI 318-19 Chapter 17 Provision Comments for PROFIS Engineering headed bolt
V sa
= 0.6A se , V ƒ uta
17.7.1.1 Nominal steel strength of anchors in shear as governed by the steel , V sa
, shall be evaluated based on the properties of the anchor material and the physical dimensions of the anchors . If concrete breakout is a potential failure mode , the required steel shear strength shall be consistent with the assumed breakout surface .
17.7.1.2 Nominal strength of an anchor in shear , V sa
, shall not exceed ( a ) through ( c ): …………………………………………………..
( b ) For cast-in headed bolt and hooked bolt anchors and for post-installed anchors where sleeves do not extend through the shear plane
V sa
= 0.6A se , V ƒ uta
( 17.7.1.2b ) where A se , V is the effective cross-sectional area of an anchor in shear , in . 2 , and the value of ƒ uta shall not exceed either 1.9ƒ ya or 125,000 psi . …………………………………………………..
PROFIS Engineering headed bolt portfolio parameters for calculating V sa .
MATERIAL SPECIFICATION
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 )
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 |
ACI 318-19 Chapter 2 defines the parameter V sa as follows : “ nominal shear strength of a single anchor or individual anchor in a group of anchors as governed by the steel strength ”.
V sa is always calculated for a single anchor when designing with ACI 318-19 provisions .
For cast-in headed bolts , PROFIS Engineering calculates V sa using Equation ( 17.7.1.2b ). The PROFIS Engineering cast-in headed bolt portfolio is as follows :
• ASTM F1554 hex head bolt , Gr . 36 , Gr . 55 , Gr . 105 ( 1 / 2 ” – 1 1 / 2 ” nominal diameter )
• ASTM F1554 heavy hex head bolt , Gr . 36 , Gr . 55 , Gr . 105 ( 1 / 2 ” – 2 ” nominal diameter )
• ASTM F1554 square head bolt , Gr . 36 , Gr . 55 , Gr . 105 ( 1 / 2 ” – 1 1 / 2 ” nominal diameter )
• ASTM F1554 heavy square head bolt , Gr . 36 , Gr . 55 , Gr . 105 ( 1 / 2 ” – 1 1 / 2 ” nominal diameter )
The table to the left shows the parameters used by PROFIS Engineering to calculate V sa for the headed bolt portfolio .
Reference the Equations and Calculations section of the report for more information on V sa
.
Reference the Variables section of the report for more information on the parameters A se , V and ƒ uta
.
298 NORTH AMERICAN PROFIS ENGINEERING ANCHORING TO CONCRETE DESIGN GUIDE — ACI 318-19 Provisions