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There is some discrepancy among long time engineers and new engineers in my office about development length: The ACI 318-08 code states that equation 12-1 is the "general development lengt equation." In this equation there is a term of ((cb+Ktr)/db). The Ktr term is "a factor that represents...

Please disregard. I see now.

I'm having a hard time figuring out your d's. I thought that the d was the distance between the middle of the whole piece and the center of the individual part you are looking at. I'm not getting your numbers when I do that, though.

We have a client that wants to build a house out of papercrete. I am not having much luck on finding information on the strength and other values for this material to find out if it is even feasible. There is a lot of information on the web about people who are building out of it, but I need to...

Thanks BA. That supports the general idea that we went with.

I need to know where the best place to locate an opening in a structural tee roof system. The mechanical engineer wants to place an 18"x36" over the joint of two tees with the long dimension running along the joint. Is this the best spot or should it be located more towards the interior of the...

Thanks all. Any insight is good insight. I was disappointed with the GPR report that we got back. It was very vague and didn't give any firm information, besides the slab thickness. We have an idea of what we think the slab design is, and the report only partially backs this up. My boss and I...

My firm was hired to analyze the structural capacity of a building in our city. The owners want to use the 3rd floor as storage for paper products weighing up to 250 psf. The building is very old; we believe it to have been built in the 1920’s. There are no plans for the building save floor...

Thanks Spanky.

That would be great Spanky. All the more resources, the better.

ash060 - Okay. After thinking a bit about what you said, it's making sense. Thank you.

ash060 - So if both layers of steel are acting in tension, would my d value be the distance to the centroid of both layers acting as one, i.e., the center of the column? Spanky7 - thank you. I will take a look at these.

I am designing a concrete column and am trying to calculate the interaction diagrams so I can play with different sizes and amounts of steel and be able to see it visually. I have set up an excel spreasheet to give me values for Mo, Po, Mb, Pb to start my diagram off with. The problem is not...

JAE - Yes. Thank you. I checked that. It was something that I thaught I had done, but apparently I hadn't set it to default. I also was going off the assumption that A992 steel was 60 ksi. I see now that it is 50 ksi. Once again, I appreciate the positive feedback. I am getting to the bottom...

JAE - The 1.6 is in the load factor for my combinations because I am using LRFD. I am multiplying it by the self weight and treating it like a dead load. I hadn't looked at the charts in Table 3-10, and even though I am using LRFD, it appears I am under capacity. I must have made a mistake in...

14 ft. I thought the longest length controlled. Am I backwards here?

Here's the file. I am focusing on the beam in the middle with two spans. I used RISA to give me my shear and moments with which I checked the code. If I'm using the same moments as RISA and following everything in the code correctly, we should get the same results for code check. I suppose I...

I don't have axial forces in my model. That is why I am confused.

I'm pretty sure I have my boundary conditions correct. I have taken a RISA course and feel pretty confident there. I also feel fairly confident in my unbraced lengths. Could it be anything else?

I am modeling a two span W8X40 beam in RISA that has simple supports and a distributed load only. I did the hand calculations and found that the beam was fine in yielding and LTB, but when I check it in RISA, the unity bending check is bad. RISA says the beam fails by Eq. H1-1b. I have tried to...