Recent content by wijgeng

Thank you for the feedback. I am licensed in Minnesota. I will give them a call. Thanks!

Hi, I am a civil PE who changed career paths shortly after getting licensed. I've only renewed my license once and I was grandfathered in because I just passed my PE exam. As I mentioned, I've switched career paths and structural/civil engineering is not directly related to the day to day...

Thanks JAE, this is exactly what I was looking for!

Hi, I am getting familiarized in using Risa 3D for plates and it got me wondering. Can I use plates to analyze beams? Specifically, I am interested in modeling a plain concrete beam in bending with a distributed load. This will allow me to compare my results to those obtained from beam theory...

Thank you for your replies. I agree with both of you. So it is common practice to calculate varying pressures across the height of my structure?

Hi, I am determining the wind load on a "trussed tower" using Chapter 29 of ASCE 7. Equation 29.5-1 provides a resultant wind force in pounds, but I was expecting a pressure. Furthermore, it states that qz is the velocity pressure evaluated at height z as defined in Section 29.3, of the...

Great information. I agree that it isn't an ideal loading situation and that is probably why I haven't seen this before. Thank you all for your insight.

Hi, I am not sure what the technical term is, but I am curious if anyone has experience with bolting an eye-bolt through the web of a channel. We are trying to find a tie off point for someone which needs to be rated for 5,000 lbs. We have since decided on a different option, but one of the...

Celt 83, they are partially grouted in both cases. It also appears they are assuming the compression is only carried by the face shell for the reinforced examples. The unreinforced examples don't assume that though. KootK, this makes perfect sense and backs up what the examples assumed. Part 2...

What would cause a "gap" that you are referring to? It seems to me that there would be no "gap" as long as the reinforcement is spaced less than the minimum of 6 times the wall thickness and 72". Is that correct?

That seems to make sense to me. My confusion comes from the fact that the LRFD example disregards this. The book recognizes that the effective width equals 32" based on the rebar spacing. Then they say, "Therefore, use b = 12 in./ft which completely contradicts their first statement. Maybe it is...

Hi, I am studying for my PE exam and I stumbled upon this issue and I cannot wrap my head around it. Can any of you please provide some guidance? The MSJC-11 Section 1.9.6 defines the Effective Compressive Width Per Bar as the least of: a) Center to center bar spacing b) Six times the wall...

avscorreia - Haha, thanks. I just wanted to make sure you didn't spot an error with your eagle eyes! DETstru - Yes it is an interesting foundation! It is a wind turbine foundation. See the attachment for a photo of a different...

avscorreia - They potentially could paint the border lines, they actually have some pictures of that as well. However, I don't think spray painting a walkway helps anything. If it were up to me, I would probably just place a plank on top of the rebar with lugs on the bottom that "lock" into the...

Thank you everyone for the responses. MightyEngineer - I am not sure if the bars work as epoxy coated. We are not the engineer of record. KootK - I agree with your points. All of these concepts "help us out" in this situation. DETstru - Interesting articles. I am very surprised that bond...