Search results for query: *

Thanks for the slide shared But what is the reference of the Mu flooring>1.2 Mu wall Most engineering practices commonly employ a value of μ (mu) equal to 1.0. Surprisingly, when I searched for explicit references to this practice in the code, I found none. Instead, the language used is often...

Hi Maina, It depends on the value you will have some axial loads on the beams due to vertical load but they should be a minimum value. say less than 0.1 of the vertical load

Hi, There is a vedio in the etab watch and learn you can view about this topic else this what I know Semi-Rigid Diaphragm: For semi-rigid diaphragm failure depends on connection strength between the diaphragm and the vertical elements like columns and walls. This flexibility may result in a...

Ok thanks. I contacted the sofware supplier and they asked to modify the slab to membrane which I did and still no sucess

Hi there, I noticed that I'm getting a fixation moment with the wall-to-slab connection, and it seems that no matter how I change the slab stiffness, the moment persists. I believe that the moment is caused by the slab's fixation to the wall, which restricts the wall's moment at the slab...

How to apply the escipt in Etab please I try to add it under tools it only shows plugin

Hi, I am trying to design an L-shaped concrete wall as part of the building model in Etab. I have noticed that the wall has M11 and M22 values. However, Etab is not showing me the interaction diagram in the section designer, as it does in other cases. When I used another program like Response, I...

Hi I got a silo wall building with a flat bottom slab and then 4 openings at the bottom to form 4 walls. The building is fully symmetric in both axes. I ran the analysis model in the 2 principle axis. I got a base shear value, then I tried to check the case if I rotated the building 45 degrees...

Thanks, @phamENG I am more aligned with what you said but when looking at one pane try to slip does it will still have friction between it and the remaining pane. If we assume 3 panes also and you try to pull the middle one it will still get a friction surface.

Hi, I would suggest adding a bond beam to the top. Assuming it will carry the uplift by its weight

Hi all, Plate grab is used in a manufacturing facility for lifting. The supplier document allows lifting a single pane or double pane for the same weight. I am trying to check if we can lift 2 panes of glass at the same time or not. My judgment would say lifting 2 panes of glass will require...

If I am reading the output correctly. From what I see the eves member are providing lateral support to the truss. i.e the truss horizontal reaction carried by them You may need to realise them at end end

Hi, I am trying to make a simple check for an aluminium channel. It is 40mm width by 30mm deep, 2.5mm thick. The channel assumed to serve as a glazing channel for glass that is 2 side support. I calculated the load per meter to be a 1.5kN/m acting to the flange tip. The bending simply should be...

Hi, I am working on this job. The building consists of 2 units, but they are not on the same level, which makes it tricky. The basement floor is reinforced concrete first slab is an infill concrete, and the top one is a timber Bondek. The lateral system is RC masonry wall for basement and then...

Thanks all for your input and assistance

Hi I am suppose to design for wind in Fiji to resist cyclonic wind load. Any idea about wind pressure or local standards I notice they use the AS standards. I used the AS 4055 table 3.3 as guidance and it provided a value of 8kPa

dhengr We are trying to place a steel insert in a 4 inch or 100mm timber from the bottom and then have the screw to it so the pulling load will be taken by bearing of this insert. We going to test it the only way to know how it will perform.

thread337-163298 Hi We sell balustrade glass and I saw lot of odd fixing Try to figure out the best screw in end grain. I read almost all data I find for this topic in the internet. There is not enough guidance and the way I see it to do some testing which I am planning to. What I am looking...

Hi, I used the Euro code instead it shows for the value of 5-degree slope a factor of -0.7 for freestanding canopy no matter the depth and height of the canopy. It should acts on the upper half of the canopy

Hi Looking at table D4 in NZS1170 for freestanding canopies, the table only valid for h/d less or equal to 1.0 I can along a case which h/d is more than 1.0 any idea about what values I can use.