This is no doubt the best answer, however since lvl is bearing on the post, sometimes bearing deformation can exceed the one you calculate with AE/L of column, in this case due to wood grain orientations. Other way could be, if you know your peak load and anticipated support settlement, then K =...
I will second ANE91 here, despite edge distance requirements are less 4*D for bolts vs 5*D (in Aus) for screws in shear perp grain, bolts are way more in diameter. I will be spec-ing them a metal strap if edge distance cant be met, we can have an idea of tendency to split using following...
Thanks Smoulder, standards shouldn't be leaving users for such exercises, probably a graph should had been helpful, i will for sure try to find it later when i get some time, needed to get going so found these equations which are taken from American design standards seems exactly the same in...
I solved the equation for h/t using python, should probably try with hand, e-21 just represent "x 10 ^ -12", sorry should had elaborated that. I am trying to write a spreadsheet so avoiding other methods.
I am seeking help using shear in web equation for calculating slenderness limit S2? it says h/t at intersection of Eq 3.4.24(2) and (3) in attached photo, I may have done something wrong however when solving the equation i got
(h/t)_intersection =...
As others have mentioned, this detail is quite famous, one of drawback i found is the top row of nails will hit the steel for face mount hangers. With a shallower steel beam than the joist, will require the infill timber plate completely out of steel with no bearing from bottom flange of steel...
Thank you for the reply, yes they can have tapered segments and you are right will be simpler with direct stiffness method. I have done similar to what Doug mentioned except for using UDFs, i solved slope equations and fixed end moments for varying EI etc. in python symbolically and then...
Thank you Doug for sharing that link, that's a treasure of knowledge and functions at no cost :)
I was trying to numerically double integrate moment diagram however couldn't figure out how to evaluate cantilever deflections and converge the deflections to zeros at the supports. I like the...
I am building a spreadsheet for a continuous beam upto 4 spans and cantilevers (each span having three segments of different EI). I have done reactions via slope deflection method and then built shear diagram. For moment diagram I have used just numerical integration of shear diagram. I now want...
