Thank you all so much for the responses.
I have the same inclination at the time of working on that connection. Recently. my colleague came up with the same specification for the moment connection on the same project. This is a high wind location so definitely no OMF, IMF or SMF. I would have...
Hello Engineers,
I am designing an extended end plate moment connection using W12x26 framing into W10x33, W10x39 or W10x45 columns. On page 18 of the Design Guide 4 Extended End-Plate Moment connections 2nd ed., there is a requirement to use CJP (Complete Joint Penetration) weld if the flange...
Thanks for the comments dik and SwinnyGG. I will leave it like it is and use a wall height of 3'-11" for now. Unless I have confirmation from OSHA, it will remain as 3'-11". Better to be on the safe side. [smile]
Hello All Civil Engineers,
I have to design a containment area large enough to contain the rupture of 3 12-foot diameter and 20 feet tall tanks. The volume of the containment is for the content of all three tanks content (not a typo), plus the freeboard corresponding to a 25 year, 24 hour rain...
I do not have any confusion now. The tricky part is how do I convey the message to the vendor, who is a third-party vendor, supplying the slug catcher to my paying client, that they have a big miss and mixing the ultimate wind load with the allowable piping load? My role is to design the...
Here is an attached with both pdf files combined. I am not sure if I could upload multiple files.https://files.engineering.com/getfile.aspx?folder=8ab8aca7-e3b5-4bf7-a957-71a5f8faacfc&file=ASCE_7-10_Load_Combinations.pdf
Just to be clear, 0.6 is not a shape factor. It is a factor to bring the ultimate level load down to allowable level load. As shown by ASCE 7-10 Section 2.4. See attachment. To give you an example, the minimum yield stress for steel is at 36,000 psi. The minimum tensile stress typically ranges...
1503-44,
When CAESAR II uses ASCE 7-10 or ASCE 7-16 to calculate the wind load, without the 0.6 load factor, the wind load is already a factored load. I want to emphasize this point so whoever uses ASCE 7-10 or ASCE 7-16 to calculate the wind loads, they need to realize the wind load is a...
1534-44,
If that is the case, all load combinations associated with ASCE 7-10 or ASCE 7-16 wind loads should have a 0.6 factor. Do you agree? I could not believe the vendor could have missed that. This is a big miss. Mixing strength level loads with allowable stress loads is not a good...
The intend to post here is to get any input on what is the wind load per ASME B31.8. Is it ultimate strength design or allowable stress design? I have the document now and did not find anything regarding wind load load combinations. Also, I am not familiar with Caesar and wanted to see if the...
My task is to design the pile foundation to support the slug catcher. Thus, I need support reactions in allowable stress level. I should go back to the vendor to request for the support reactions in allowable stress level?
Here is what I found on Hexagon's website:
As you can see in load...
Since ASCE 7-10, the wind load is strength level for 1.0 Wind. For pipe stress calculations, do you use allowable stress design or strength level wind loads?
In COMPRESS Pressure Vessel Design Calculations, which is a Mechanical discipline related function, there is this section:
I have...
To bring the nominal weight into the load combinations, if it is dead weight the factor would be 1.4? In the attached document, for load combination #46, the correct load combination should be W+T3+P2+0.6WIN1? So is load combination 48, there should be a 0.6 factor associated with all wind...
I am starting to design the foundation to support the pipes. I have uploaded the load combinations posted by the equipment vendor. They are using ASCE 7-16 for wind load. By looking at the load combinations, I think they are mixing allowable with ultimate. ASCE 7-16 wind is ultimate or strength...
