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Angle connection to the side of concrete pier
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In the US, this is governed by ACI appendix D.
While Appendix D doesn't specifically addressed attachments into the sides of round piers, they discuss failure cones and it should be relatively straight forward to apply those concepts to a round pier.
Note that unless the anchors are welded to the angle, it will be the angle closest to the edge (top) that controls your failure load.
While Appendix D doesn't specifically addressed attachments into the sides of round piers, they discuss failure cones and it should be relatively straight forward to apply those concepts to a round pier.
Note that unless the anchors are welded to the angle, it will be the angle closest to the edge (top) that controls your failure load.
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1. Make sure you have only an axial load in the angle (no rotation).
2. Anchors are designed for shear only for your application with only an axial load. Make sure you apply the appropriate safety factor.
3. Assuming these are "post installed" anchors and not cast in place, you can use the capacity information from the anchor manufacturer (Hilti, Simpson, Powers, etc.). Would assume this application you would use a wedge anchor, not a chemical anchor. While either could be used, it is easier to install a wedge anchor in a horizontal application.
4. Pay attention to edge distance limitations. These are critical in shear applications. Spacing and edge distance requirements are given in the manufacturer's literature.
The only reason you would need a plate behind the angle is if your edge distances and spacing won't work with just the angle. In that case you would weld the angle to a place sized to accommodate the required spacings.
2. Anchors are designed for shear only for your application with only an axial load. Make sure you apply the appropriate safety factor.
3. Assuming these are "post installed" anchors and not cast in place, you can use the capacity information from the anchor manufacturer (Hilti, Simpson, Powers, etc.). Would assume this application you would use a wedge anchor, not a chemical anchor. While either could be used, it is easier to install a wedge anchor in a horizontal application.
4. Pay attention to edge distance limitations. These are critical in shear applications. Spacing and edge distance requirements are given in the manufacturer's literature.
The only reason you would need a plate behind the angle is if your edge distances and spacing won't work with just the angle. In that case you would weld the angle to a place sized to accommodate the required spacings.
I believe there are 4 failure mechanisms that could control your capacity:
Steel rupture in shear
Concrete edge breakout
Pryout
Side face blowout
For the number of anchors, I usually start with 2 and increase if needed. I think 2 can work with your loads.
I pick a diameter and embedment, check each failure mechanism, and adjust as necessary.
For a post installed anchor, Hilti has a program that does the calculations for you, but based on your questions I strongly recommend you go through the appendix D calculations by hand instead of using the program. You can setup excel to facilitate iterations.
If you aren't able to do the calculations by hand, you shouldn't be blindly trusting a computer to do them for you.
Steel rupture in shear
Concrete edge breakout
Pryout
Side face blowout
For the number of anchors, I usually start with 2 and increase if needed. I think 2 can work with your loads.
I pick a diameter and embedment, check each failure mechanism, and adjust as necessary.
For a post installed anchor, Hilti has a program that does the calculations for you, but based on your questions I strongly recommend you go through the appendix D calculations by hand instead of using the program. You can setup excel to facilitate iterations.
If you aren't able to do the calculations by hand, you shouldn't be blindly trusting a computer to do them for you.
Hi,
I'm gonna explain how I'd get this to work....
Say, the unfactored (characteristic) point load on angle section, shearing the bolts is 10kN. Based on RAWL's table given in the link below (download the last PDF-Bonded Anchors, page 148) or you can use Hilti; use two M12 bolts with embedment length of 80mm into the pier, with 40mm top edge distance from concrete. Space bolts at 200mm centre-to-centre distance. Min distance between angle edge and bolts to be 50mm.
Therefore angle overlapping length = 40+200+50 = say 300mm
link:
NB: Shearing capacity of each M12 bolt is 6.09kN. So two bolts capacity is higher than 10kN. Hence satisfactory. The spacing is mainly for pullout force. As there is no pullout-tension (only axial) force acting, you can reduce the spacing. Please see attached tbale below. And also check angle thickness for shear capacity.
Hope this helps.
I'm gonna explain how I'd get this to work....
Say, the unfactored (characteristic) point load on angle section, shearing the bolts is 10kN. Based on RAWL's table given in the link below (download the last PDF-Bonded Anchors, page 148) or you can use Hilti; use two M12 bolts with embedment length of 80mm into the pier, with 40mm top edge distance from concrete. Space bolts at 200mm centre-to-centre distance. Min distance between angle edge and bolts to be 50mm.
Therefore angle overlapping length = 40+200+50 = say 300mm
link:
NB: Shearing capacity of each M12 bolt is 6.09kN. So two bolts capacity is higher than 10kN. Hence satisfactory. The spacing is mainly for pullout force. As there is no pullout-tension (only axial) force acting, you can reduce the spacing. Please see attached tbale below. And also check angle thickness for shear capacity.
Hope this helps.
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