Apologies I was just showing a typical weld detail at the middle of the beams. The beams run for a lot more distance. I was going to weld the ends but I was asking if I can put all this in a weld symbol without extra notes or a plan view.
I NEED HELP UNDERSTANDING THE CORRECT WELD SYMBOL. I WANT A 3 INCH WELD STAGGERED ON EACH SIDE OF A HSS BEAM RUNNING PARALLEL TO THE W BEAM IT SITS ON AND WILL BE CONNECTED TO. I WANT A 3 INCH WELD EVERY 12 INCHES STAGGERED SO TECHNICALLY ON ONE SIDE YOU WILL SEE A 3 INCH WELD EVERY 24 INCHES...
The probable moments get sway is stated in the linked picture below. I use equation a) from the axial moment diagram using the max nominal moment the column experiences. It gave a pretty high shear that would take a decent amount of ties. equation b) says it not be greater than the equation...
Need help on an Ideal detail. I am using the seismic code on ACI 318-08 chapter 21.6.4.4 for minimum ties column reinforcement. This code is already pushing up my reinforcement amount from my typical #3 two legs to twice that. I am trying to stay at a minimum but also maintain a solid column...
I understand the concept of increasing the Fy. What I don't understand is where exactly I would take Mpr. It is called strength so I assume it wants ultimate capacity if that's the case why does my axial force cases matter? I as cut and simple. Picture below is my columns capacity depending on...
I am having troubles understanding what the code means exactly by Probable moment strength. Where can I derive this number? what is its relation to Ultimate moment ? I want to grab Mpr for a column. Am I looking for Mpr with a change in Fy to 1.25Fy using the strain stress block equation? am I...
I am designing a spread sheet for analysis of a solid steel rectangular section that is larger than Lb*d/t^2. I am using AISC 360-16 to attain the flexure capacity of the member but I can't find a condition where my rectangular sections meets in chapter F. I tried using section F.11 for square...
