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Thanks averyone, if someone has different opinion it's welcome. @JohnRwals, all bars are almost at their full tension unfortunately, 2 bars are not enough. I will let you know if the designer has a different opinion, a justified one, when he replies my report, I don't see this happening...

Hi everyone! I am reviewing a retrofit project where I found a connection detail I have never seen before, I have serious doubts that this can work. There is concrete overhang beam which is partially interrupted by a circular HSS column, the beam top bars, which are working at full capacity...

Hi everyone! I am designing some steel latticed structures for an electrical substation using ASCE 10-15. I have some pretty dumb doubt. The specification dosen´t show any load combinations and I can't find any resistance factors neither. It does however mention "Desing-factored loads"in 2.2...

Hi all, I've been asked to design a stone masonry gravity retaining wall (rocks + mortar) 9.6 feet tall. I know EN 1996 (Eurocode) covers stone masonry, is there any American code for this? Thanks! SGR

Hi everyone, I am working on a timber structure, first time dealing with timber. All my design are based on AWC-NDS 2018. I am dealing with a 3 ply 2"x8" SYP single span pinned beam. Total beam length is 12ft subject to 60 plf wind load. In order to control deflection and strength I need the...

Hi all!, I am designing an industrial platform wich supports a hoist, see attached image. As the columns supoprting de runways are quite long I am concerned with the vibration of the structure. Does anyone have some recomendation or reference of what minimum natural frecuency should the...

TehMightyEngineer thank you very much! Anyone else has experience on this issue? how do you design multiple single barrel culvert usually?

Hi all! I am checking a cold formed purlin to AISI S100-16 specification and I am having some trouble to determine if my situation is covered by the specification. On determinig R-factor, section I6.2.1 refers to "Through -Fastened to Deck or Sheating". The roof panel is an insulted panel...

dnlv, I'm sorry I'm replying so late, thank you very much for your word, really helpful. Also thanks for taking the time to do the sketches! All will be reflected on the final design! Thanks again! PLQQD.

BAretired, thank you so much!! that is exactly what I was needing! really helpful!! dnlv, thanks for the tips I haven't finished reading APA's document yet, maybe i'll come back later on your suggestions! I was supposing all lateral forces (parallel to the plane of the A frames) go through the...

BAretired, yes, inside face of rafters do get compressed by flexure but bending moments on this direction are lower allowing for larger unbraced lengths. Anyone has recommendations on how to nail down and connect plywood sheeting to each other and to rafters to assure right performance as...

Thanks Nor Cal SE! Regarding the 1st question, it think i wasn't clear enough, i was actually concerned about wind perpendicular to the plane of the A's. In this case i am trying to determine if the plywood sheeting could take the load or if i braces on the inclined plane of the rafters are...

Hello everyone, I'm assessing a friend of mine who is an architect who is working on a project of an A-Frame cabin as in the attached picture, he is using some drawings and references form some do it yourself books and asked me to check the designs. I don´t have much experience on wood design...

Hi, I'm needing some help designing some culverts. I'm designing multiple barrel culverts formed by multiple single barrel culverts set side by side having the joint between them grouted, as in the following link: http://www.fdot.gov/roadway/DS/12/IDx/00291.pdf Is having the culvert side by...

BOCH, yes it is possible. You just have to follow these steps 1) open de .s2k or .$2k file extension file. And then search the word "version" and change the version number with the one you will be opening it 3) Open a new instance of sap2000, blank model and go to file--> import ans select to...

Hi,i think you may already know this but instability warnings should come out on the analysis log. I have been working with V18 and it was soooo slow, 4 times slower actually, i had to go back to V17. Did you notice any trouble? Did you try running the model on V17?

Hi, i tried it, it sucks improvements sound really good but the software is much slower tahn before, and has lots of bugs, it's keeps crushing. A model which takes 4 min to run in V17 takes up to 15 min y V18. Not worth it, the worst of it is improvements sound really really good, hope they...

The above description is exacltly what i suggested. You won´t get cable behaviour this way. In order to make your element work as a cable you can either draw it as a cable, in which case you should also define the load case as nonlinear using setting "geometric nonlinearity parameters" as...

Hi, you should model elements as frames and then go to assign-->frame---->Tension/Cmpression Limits... and assign 0 in compression. Load cases must be nonliear, you may choose the geometric nonlinearity as you wish, any of the available options will give you tension only elements. good luck

Hi, there may be many causes forma that. Try running the analysis using the standard solver,Yyou may select this option on " analysis-analysis options". Afterwards check the analysis log on "-analysis-show last run details", the will be some instability warnings for some nodes, That might help...