![]() ![]() If you are grabbing columns with those outriggers you need to crack/modify the axial stiffness of those columns. Often there is some form of an outrigger system. ![]() #Gopanel crack cracked#I've seen people base the cracked section on the transformed section. If you're doing something tall then you probably have walls packed with reinf. I've also seen people first transform the section. I'm not sure where the 0.7 comes from but I've seen this several times. I've also seen 0.5 used, and also the 0.7 number that you mentioned. For the strength model they have 0.35 for both bending and shear. The building is a heavy system and it did not show any net tension under wind, this was their reasoning for 1.0Ig. I was just part of a peer review of a relatively tall (50+ story) building where the EOR had no cracking in their service model. Most likely you are running p-delta in the analysis model and you want to make sure you are running an appropriately 'soft' model to capture that, especially with something very tall.Īs far as the value of cracking I've seen - again it varies. Yes, two models are common - service and strength. RE: shear wall cracked factor for wind drift check hawaiioption (Structural) As I said - no good answer, just giving you what I've seen. In high rise you are probably controlled by wind drifts, and changes in stiffness at the base make a big difference so your assumptions for cracking have a large impact on your overall design. ![]() People will often cite the ACI recommended values but in practice I didn't find that people were using those, it was more the exception. I did a few buildings in Asia where we had really crazy drift requirements, but at the same time they allowed 1.0Ig for all walls. I have also seen a cracking modifier applied to everything, regardless of stresses from analysis. #Gopanel crack crack#Some people crack all walls below any stories where tension is identified and others actually go panel by panel to identify and modify stiffness. #Gopanel crack software#Depending on what software you are using you can usually set your option to turn everything above a certain stress level a certain color, say red, to make this faster to identify. Again I've seen this done different ways - I've seen people crack anything with any net tension, and others only crack where net tension exceeds the modulus of rupture. That usually means looking at the 'uplift' load combos and finding all of the net tension areas. The most common thing that I've seen is as you stated to check for tension stresses. I've done a lot of peer reviews on these as well and have seen people do lots of different things. I used to do this a lot at a previous company - but I don't really have a good answer for you, I don't think there is agreement in the high rise industry. ![]()
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