Hi Anthony - great video. What if a connection has shear and axial tensile forces acting simultaneously. How would we approach this expression? Thanks!
I’m a little lost, why are these the only blocks considered, what about a block that goes through the first bolt and then goes up a staggered path to another bolt
The 1/8" accounts for the standard size hole dimension (1/16" larger than nominal bolt size) + possible material damage (1/16"). Possible material damage occurs when holes are punched for instance. The calculation written combines the two values and is more in line with AISC Steel Construction Manual 14th ed. In the 15th edition, which corresponds to AISC 360-16, the calculation now calls for using d_h + 1/16" where d_h is the nominal hole diameter from Table J3.3 (which would be 15/16" for the 7/8" bolt) + 1/16" damage called for by AISC Ch. B4.3b. For 7/8" diameter bolts, the calculations are the same. For bolts with nominal diameter >= 1", the standard size acceptable is now 1/8" larger than nominal diameter (as now specified in AISC 360-16 Table J3.3).
Yes, the block shear path is possible, but as explained, the block is assumed to only have 4/5 of the total force on it, so it becomes less likely to control. If you follow good spacing practices and edge distances as specified in AISC and you don't do weird connection geometries, then Block 3 probably is not a concern. However, the failure mode is still possible and would involve: (1) Block 3 fails due to block shear followed by (2) the front bolt suddenly needs to hold all the force in the connection, (3) the overloaded front bolt fails.
This really helped me better prepare for my upcoming exam. Thank you so much!
Hey can you explain how you get the 1/2 when calculating Agv
Hi Anthony - great video. What if a connection has shear and axial tensile forces acting simultaneously. How would we approach this expression? Thanks!
Why do we need to multiply the phi-Pn with two to make it for two angles?
I’m a little lost, why are these the only blocks considered, what about a block that goes through the first bolt and then goes up a staggered path to another bolt
Hello sir please explain beam to column shear plate connection.
why block 3 Ant=5 inc ? Is it 5'' * 1/2'' ?
Yes- it is just written differently then the calcs done for Blocks 1 and 2. The 1/2" is after the [ ] and multiplies all factors inside it.
I cant understand 1/8 in 3:20
The 1/8" accounts for the standard size hole dimension (1/16" larger than nominal bolt size) + possible material damage (1/16"). Possible material damage occurs when holes are punched for instance. The calculation written combines the two values and is more in line with AISC Steel Construction Manual 14th ed. In the 15th edition, which corresponds to AISC 360-16, the calculation now calls for using d_h + 1/16" where d_h is the nominal hole diameter from Table J3.3 (which would be 15/16" for the 7/8" bolt) + 1/16" damage called for by AISC Ch. B4.3b. For 7/8" diameter bolts, the calculations are the same. For bolts with nominal diameter >= 1", the standard size acceptable is now 1/8" larger than nominal diameter (as now specified in AISC 360-16 Table J3.3).
Is Block 3 possible?
don't think so ! there is a bolt in front of it !
Yes, the block shear path is possible, but as explained, the block is assumed to only have 4/5 of the total force on it, so it becomes less likely to control. If you follow good spacing practices and edge distances as specified in AISC and you don't do weird connection geometries, then Block 3 probably is not a concern. However, the failure mode is still possible and would involve: (1) Block 3 fails due to block shear followed by (2) the front bolt suddenly needs to hold all the force in the connection, (3) the overloaded front bolt fails.
This video is emo