Hello~
what cities publish structural drawings with the permit set? I have read in this forum some engineers download them and have them as inspiration but I haven't been able to find one single structural set.
Thanks!
Hello!
We have taken some cores out of a structure and the individual cores go as 84.5%, 84%, 83%. None of them go below 75% but the average is less than 85%. Should I take more cores ?
Or should the structure be demolished?
Hello, everyone. Thank you for you answers. I will get back with more info tomorrow
The pipe designer has asked us to design the support system using only F as if it acted in one direction and didn’t cancel out. But I am not sure this procedure is prudent.
Hello everyone I have a question about the design forces used for gas pipes supports.
The pipes undergo equal tensile forces Which they cancel out at the support F and -F. However, these forces get transmitted to the support, even when they also cancel out, the support sees the stresses. Is...
It was a bowstring truss, just supported at the bottom chord. I did provide the slotted connection. I just try to be extra careful in connections of structures with so little redudancy.
As to why modelling roller support, if it was fixed it would be saying it can´t move and will generate...
This is exactly what I am wondering. If I can’t use slots. What is the alternative? I can’t specify lightly sliding materials because it is way too expensive for the project significance. So my design does have some high degree of allowance if this was a pinned/pinned instead of pinned/roller...
I was exagerating ! but the thing is that I see nothing in the code that can really guide me. Part 13 of the AISC manual has only a paragraph relating this issue and it is vague.
But, is there a guide? because I could slot my angle for like 4 inches. It could be snug tightened or hand tightened.
I just want to avoid any bad practice.
Hello,
I was wondering if I could use a slotted connection for the roof truss support that is designed as “roller” I get a maximum horizontal displacement of 3/4 in.
Could you recommend me a guide for this? I only have found very old details that recommend using this type of connection. This...
Hello Agent666 thank you for your answer.
What are the disadvantages though? Why is that this type of connection is not more widespread in codes and there are many other types of cast in situ bolts?. Would this work even for a seismic area ?
As you can see the following details, the base plate is connected to the concrete through rebars instead of J/L bolts. I am wondering if I can assume it is a L/J bolt in my calculation with the same diameter. The rebar strength is 60ksi. Welding is a more widespread practice in my city but I am...
@hturkak however do you apply the same cracked factors for all the elements gravity and seismic resisting elements ?
The source of my confusion is R. With special moment frames we use R=8. Now, those elements part of the SRFS will dissipate the energy which will allow R to be 8. But it is not...
Hello Agent666, yes I was wondering about this. It is kinda arbitrary what is special and what is ordinary. However, the special detailing requirements should only be satisfied for those elements part of the seismic resisting system.
I am confused about the property modifiers for the cracked sections under seismic analysis. Could someone shed some light in this matter:
1. I think only the elements part of the seismic resisting system are going to go under in inelastic deformation thus are the ones that crack.
2. Gravity...
