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@PMR06 - Thank you! I did not realize this setting was on by default. This solved my issue!

@milkshakelake, I have verified the X and Y components have been exported, but X and Y reactions are equal to zero. I am checking display table>analysis results>joint output>reactions. FWIW no horizontal reactions are visually shown in 3D when I use the display reaction feature as well.

Hi, I have some mat foundation models that I am using SAFE to analyze and design. Loads are exported from ETABS and include X, Y and Z components. I am trying to do a sliding check, and for that I have removed the subgrade spring from the model and I put pins at each of the mat four corners...

Hello, Working on a vibration study for stair structure. I am wondering if anyone has seen documentation or has any logical methods for determining the effective diaphragm stiffness properties for stair treads. I also want to explore a box type structure, since the fabricator wants to build in...

Hi, How are you designing shaft walls for elevator thrust? I have seen a pier designated at rails in the past. Are you checking analyzing as a beam-column? How do you check deflections? Just using the beam deflection equation based on cracked/uncracked section? I have a relatively tall wall...

Hello, I am having an issue with column base plates showing grout fracturing and chipping out. The contractor used leveling plates to set the grout prior to erecting steel columns. The grout is now showing signs of damage after erection of columns and framing, but even prior to pour slabs. The...

Hello All, I am studying some mass timber framing systems and I am looking into composite concrete with mass timber, as well as some steel/mass timber hybrids. I am specifically following a "TCC T-Beam" Example by MytiCon which uses the Eurocode "Gamma Method" to account for the screw...

Much of the mass timber research, fabrication and connector products are coming out of Europe and Canada. And mass timber is only gaining steam. I am almost 100% LRFD for wood design now. There is effectively little difference in the calculation methods, but I envision NDS having to move toward...

I am also wondering about the effects of creep in wood. Where NDS typically says 0.5 times your sustained load, will a flitch beam actually tend to creep? I saw someone note using a modified E to simulate this, and I am wondering if it makes sense to analyze flitch beams with a reduced E to...

Great answer, thanks for the input. I will also note that the enercalc example does not convert their E to psi from ksi. when calculating for Cg which leads to a minor error. Are you saying for Mn you would use FySx as your limit rather than 1.6My?

ahh fair enough

You realize the Australian office of WSP is not the same as NYC's building structures group right?

Hello Again Folks, Looking for some insight again. I would say I am a good wood designer, but not an expert. This may be a frustrating subject since it pops up often on the threads, but I do not seem to find anything addressing my current issues. I am working on a heavy timber project and...

Koot thanks for all the input!! Finally, i think we will be adding the skewed left strut and break the uniform load into three pieces to better simulate moment and shear contributions from the uniform load. when added only to the transfer locations the tie force is just so high.

With the line load of 25 klf and span 58.33' that total is almost the same magnitude as the transfer load near mid span. I am wondering if it is justified to split the total into two point loads t 3rd points and add more struts. If i simply add it to the near mid span point load im coming up...

Also I am assuming I can apply the self weight of the system and line loads to the point loads based on their trib. Any thoughts?

Hello again, I think we have some experts on this thread so I really hope someone can help me. Please refer to the attached sketch. I am having difficulty trying to design a deep beam. there are two transfer loads. one toward center span and one close to the beam end. For my strut tie model...

Should also note I have a line load from wood bearing walls above at the fold edge. In such a model I would apply T/C point loads = Mu/d, but how would I account for the shear? apply at the bottom of tension ties as you have shown with the blue "check mark"

So that is why I think its reasonable to assume the slab is continuous thru the fold, held together by the detailing. And if the fold is too deep you need an actual beam. you will lose the ability the transfer the moment thru the fold. This is also my concern for high moment regions like at top...

@ Celt thanks for the reference. I have not been able to find anything! I hope it doesn't deviate too much from two slabs. Especially considering slab folds with changes in direction, corners, etc.