Recent content by otto_eng

It is not unusual. You may have seen such applications over warehouse type of structures or sporthalls..

Hi all, I'm currently working on a project where I'm considering the use of a steel trapezoidal plate as the roof diaphragm for a single-story structure. If any of you have experience with this, could you please provide references, particularly concerning the horizontal shear aspect? Thanks !

thanks! @HTURKAK

Hi all, There seems to be really good sources/references for CLT diaphragm design/checks in the US but not in Europe. Does anyone have any good references that goes through all the checks for CLT diaphragm in-plane shear ? Thanks !

@MRob909 I sent you an email. Did you receive it ?

Hi all, I am looking for an experienced structural engineer minimum 15 years of experience in various materials & projects -preferably eurocode knowledge- to have as a mentor. I would like to meet online once a month for an hour. I am okay with paying for that hour. Anyone interested ? Thanks !

I decided on having two cantilevered rectangular r.c beams deeper than the landing at each end of the r.c landing, and connecting the landing both to these cantilevered beams and to the wall as well so that the system is stiffer. As a result, I ended up having way better numbers in terms of...

Would you say that it would make sense the pour the landings with the conc. wall to achieve a better fixity ? Is there a reference about this you could forward me to ? why there is no good reference r.c book for practical cases..

@SWComposites You should take a look at how retaining walls are reinforced then maybe it would make sense to you..No, this is not to scale. My main question is the method of construction of such a landing but statically it is fine.. Here is what is going on in reality:

This is not the stair stringer being cantilevered. It it is the landing cantilevered out from the wall. The black lines with the arrows are just to indicate the reaction forces from two stairs running up and coming up- in plane..

Hi folks, I have a relatively easy question for the more experienced structural engineers.. I have designed cantilevered balcony slabs for residential buildings in the past but have never done a cantilevered staircase landing for a public space, a school in this case. The location is not in...

Unfortunately moving the beams is not an option otherwise I’d have done that ..

The building is not in a seismic zone and it is not an existing structure.

here is my thinking process :

Once you connect the CLT slab to the edge beams then the edge beam will take some of the load even the CLT slab is a one way slab theoretically. Considering you are not using the edge with full utilization, I would not be worried about it. Havings said that , you should model your CLT with the...