@joshplum, thanks for the help. Let me ask though, setting my x direction to no reaction, isn't that not realistic? Joists will take a weld at each end, transverse and longitudinal, yes?
So I am connecting W beams to HSS Columns. The boss calls out Direct Weld moment connections with a shear plate and I can't seem to find any explanation on the size of the plate( in the beams span direction) and on what the groove weld should be, or in other words, what the gap size should be...
So here is what I have so far in case you all can look at it. I added a 500 point load miscellaneous at center and a 550lb point load for mechanical equipment. They will have to use Diagonal Briding so I have accounted for that at 5 ft. on center along the span. Of course there will be 22 gauge...
@dik, in fact yes. That was my first response. However, the client is a longtime customer of my Boss. And they want to fast pace the project so we are trying to work with what we have. I got a full lecture about customer, sales, "wearing different hats" etc.. Seemed annoying at first but after...
THanks for the info @BUGGAR and @JOSH! Running the design in risa I get crazy chord members. My top chord is an 8x8x.75" and that adds up to 5kip total weight of member. I obviously have some optimization to do as the weight of the joist by SJI certified manufacturers is approximately 20lb/ft. I...
Iv'e spoken to some local steel fabricators that claim they fabricate their own joists for many projects as opposed to going with an SJI certified manufacturer. I have an issue on a project where joists can't make it on time and locals are offering to fabricate. The joists are 65' lengths and...
@joshplum thanks a bunch for all the help.. I did add the loads how you recommended and not applying to plates. And I played with a couple load distribution directions. Thanks for all the help.
@oldrunner, thanks for the recommendation. I have used A325 bolts up to 7 inches. However, for every...
@joshplum Thanks for that break down. Very helpful! I've added plates and applied surface loads. What do you suggest for the mesh on it? When doing so I get huge deflection on the nodes of of the plates. Again , thank you.
@jayrod12 Thanks for reading.
So Im attaching a cantilever canopy I'm running. It seems to good to be true and I was wondering whether anyone might look at it and give me some pointers. The canopy only extends (cantilevers) 5 ft and is attached to a masonry wall that has vertical reinforced concrete fill every 32 inches on...
Thank you both for the comments, I had put in some corner braces at one point and I thought I just had them un-selected. I will add the braces and see the results. I did not plan on moment connections. I want to use web to plate bolted connection for beams to columns.
Thank you! I will update...
I keep getting instabilities. I have reviewed the Risa videos and attempted to manage the pin pin connections along with attempting to make the model sturdier with shorter on center spacing. Any help is appreciated. I can relieve one node but another just keeps coming up...
Josh, thanks for this post. Its very helpful! I couldn't remember the name to Dlublal and I was so close , but could find it in my email searches. Thanks for posting on it. I will look into them as I had seen them before and was interested. I was considering SAP or STAAD Pro, but I feel like...
So I was looking into getting risa for myself, my boss owns it but only risa 3d and foundation and old versions, and really have a problem with just "renting" the software. I've read many threads regarding the pros and cons, but I just cant spend the money and in the end have nothing. So I'd...
It is and sometimes its Equation 5.2.2-1 which considers My,Mz and Pu. However, calculating the transient loads seen on the model, I realize it is the applied Area Member load x Width of the member, and not the width of midpoint between parallel members. I can't use this approach. That loading...
Thanks for the Reply @JoshPlum, do you have any idea on the end members showing a code check of 4.303 for bending when the applied moment is minimal compared to capacity? Also, transient loads seem so small compared to what actual distributive loads would be based on tributary widths. Any...
So attached is a model I did in Risa V13. I have gone back and forth about how to model the loads. In the end I applied member area loads as opposed to plate loads. With plate loads, the transverse beams all have to be hot rolled W8x18 for them to work. IF I keep the Cee Channel...
Can Risa 3d do point loads on plates? I'm modeling a frame with a rigid plate on top, such as a book shelf on a wall with angles, but I can not model a point load on it. I can't use a surface load because I want an eccentricity from load to center of plate. Any suggestions?
Thanks,
