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Good morning everyone, I have recently started a job about 6 months ago, 3 months into it the PE who was above me quit. He hired me on to review drawings and do engineering calculations for jobs and basically work under him, and he was also the engineering manager. It's a large firm but our...

Good Afternoon Gents. Noob here. I am mighty confused about this. Reactions from a building designer were given, in ASD load combinations. According to ACI 318-11, Ultimate Strength is supposed to be used for all concrete design, as per Ch. 9. Am I missing something or should I request that...

Hello Structural Community! Here is a background. I have a scenario where I'm assuming existing bracing can't withstand compression and would work in a tension system only. I know that AISC is discouraging the use of tension only systems because of increased risk. However I just have a few...

The bolt hole sizes in the existing plate exchanger on site are close to 2". We assume that this was specified to be bearing on concrete with standard anchor-rod holes in the base plate, however we are connecting to a W10X49. We feel as though drilling the same sized hole in the W10X49 would...

Ladies and Gents, I'd like to discuss Bracing in Steel and how you what mods in structural softwares you guys in general are using for them. In X BRACING, if they are connected in the middle are you guys setting Ly to 0.5*total length? I see engineers specifying to connect X bracing with one...

Good morning ladies and gents, We have an issue that requires us to check some steel connection fabrication details, we are having a hard time finding literature that can give us insight on connection detailing. We are currently working hard on this, any insight on this would be greatly...

Good Afternoon All, I am looking to design a beam that can withstand 265 kips of shear force. In this situation, what would you guys consider, and what is your opinion on the best section to resist a high shear force? I am trying to come up with the lightest per foot steel section for this.

Gents! Please take a look at the attachments I posted. This problem is kind of confusing and it doesn't mention where this comes from. If you guys are familiar with this scenario please let me know. Sx is the section modulus, Zx is some kind of axis? But where is FyZx less than or equal to 1.6My.

Good morning all, I was wondering you opinions in this subject. I have designed an eccentrically braced inverted U braced frame on a structure. The controlling factor means of failure was the KL/R of the whitemore section in compression. I had 50 kips of compressive force on my braces. The...

Good Afternoon, I am currently working on a modification to reduce the deflection on an 18' long beam. The load on the beam will be about 25 kips. My superior wants the to reinforce the beam in order to reduce the deflection due to operational loadings. I am thinking of unbolting the existing...

I'm having a hard time finding a good detail for a bracing connection at a base. Even AISC DG 29 is not giving me a good detail of this. Is anyone familiar with vertical bracing connections? Background: We are designing connections for bracing, we do not usually do this. The brace is a W6X15...

Good Morning, I am using AISC DG 29 Vertical Bracing to check some connections. If I am checking blocking shear rupture on a gusset plate with a SINGLE ROW of Bolts, would my failure path be only the dimension of the bolt holes? Check figure 5-2b if you got it.

Is there scenarios where J-bolts are stronger? Even though mathematically headed bolts are stronger in breakout and pullout than J-bolts?

Good Morning All, I have always been told to release my horizontal simple shear connection members with in the My and MZ for Staadpro. However a clients staad just has the Mz released. Number one is this correct? Number two, where can I find documentation regarding this?

Good Afternoon Gentleman, Have you ever encountered a situation where you have 2 columns extremely close together, where you could combine baseplates? The first thing that comes to my mind is that the columns could twist the baseplate and cause some strange eccentricities. Have you done this...

Good morning Gentleman, I am currently looking for a resource that shows connection details on when W-sections are used for bracing. As I have never done this before, any insight would be appreciated. I have looked through the AISC book, having a hard time finding information on this. I also...

As I approach my PE test I find myself with books and time in front of me, yet I can't get motivated. Any ideas or suggestions?

Guys, I have a hard time imagining that the tributary area for grating supported on four sides, is actually supported on two depending on the direction of the major grating bars. It seems like the grating bars welded together would be fixed. Even if this is so, I don't know how you could choose...

Good morning, I Have a structural skid for a vibrating pump, we want to saw cut a 3" slab, place the structural skid on the ground, and fill it with concrete. Is it possible to tack weld standard rebar to the structural skid, which mainly consists of W sections?? This is assuming the weld will...

Good afternoon Gentleman and Gentleladies I am currently trying to make an endplate connection for C Channel in a cantilevered situation. Should one use AISC design guide 4 for these parameters? I have a small moment, 24 kip-in with about 1 kip of shear.