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I am dealing with a small object (something like a shed). Walls are masonry and on top is RC slab 140 mm thick. Object dimensions are: 5,50 m x 1,90 m (top view) and approx. 2,50 high. Footings wont be heavily loaded but Im wondering about soil settlements if I choose option #1. Id like to...

Anyone? [glasses]

Im posting a better version:

Hello. I d like to hear some explanation why stiffness of a beam has such influence on internal forces (shar, bending moments) of the beam. In my case I have 200 mm RC slab with a design load of 20 kN/m2. In case #1 the stiffness of a beam is equal: EI (where E is modulus of elasticity for...

Is it common to 'solve' problems like this with 'just' a thicker slab? Do slabs have such a large shear capacity? Not really my field but I was always wondering how do they solve situations like this.

Hello, I havent done this before so Im asking for some guidance and suggestions. When Im dealing with slabs on grade I choose thickness (ussually 250 mm thick for residental structures) and this is sufficient most of the time. But in this case Im dealing with large single loads (from columns)...

DETstru thank you! I agree with 1. I think I have to calculate a control perimeter as you draw it and use it in a punching shear control. Well in case 2. thats a slab shear control not a punching shear right?

im from Europe so I use Eurocodes (I believe ACI has similar control). Lets say we have a column on a slab that is supported by walls (green lines in pictures). Eurocodes give us 3 options for control perimeter (punching shear): 1. column is in the middle of a slab, 2. column is on / close to...

WARose why not? its a combination of stresses in bottom flange. Stresses that are perpendicular to one another and are both acting at the same time. dik and Kootk, tnx. Will look up what you posted.

Hi guys. I have a steel beam that is loaded with distributed load + concentrated - point loads at the bottom flange. So in bottom flange there will be stresses from bending of the beam because of distributed load (qd) + thre will be stress perpendicular to that because of point load acting on...

I have to control a bottom flange of a steel beam. Flange is loaded by timber beams that are carrying some insulation and some ceiling plates) - load of this is around 30 kg/m2 (0,30 kN/m2). I have seen a similar thread on this site once upon a time and there were some talking about yielding...

Im more of a steel/wood guy, so I hope i ll get some feedback about this topic. What is the proper way to anchor rebars in foundation? Im from EU so Im using Eurocodes. In a case of large single foundation we can get bend (L shape - 90 degrees) rebars since there is enough space in foundation...

You guys are right - support reaction at the end of secondary beams is around 6 kN. Bolts are loaded only in shear so I will use 2 bolts (I had 4 M12 (8.8) bolts before), so 2 x M12 (8.8) should do it. I chose 10 mm end plate welded to secondary beams.

Well its pretty standard in my country that we use X bracing. In calculations we only consider diagonals that are in tension, the one in compression buckles so we do not consider them. Of course I could use only 2 diagonals for whole bracing but in that case a single diagonal should be able to...

I appreciate answers. thank you. I have been thinking... could I design columns supports as pinned instead of fixed, since I have bracing in roof plane. So any horizontal force will be transfered to existing building through diagonals and fixed supports are really not nedeed. Do you agree?

Any advice/opinion please?

Greetings. Im designing connections of steel structure and I have some questions for more experienced guys on connections. Structure is anchored to an existing building. I have designed primary beam to column connection as pinned (connected with 4 bolts). I think thats pretty simple and...

Hi, when do you guys reinforce slabs with reinforcement mesh and when with rebars only (no mesh)? I have seen that for large spans (lets say 6 x 6 m) they usually reinforce slabs with rebars, but not meshes. Why is that? Maybe because of large tension forces in rebars which means we need larger...

what is T&G? tnx for reply

I have seen another thread where someone mentioned this. If we do sheating on timber rafters with wooden boards, does that achieve, that horizontal forces get transfered to bearing (shear) walls in a direction of a wind force, since wall perpendicular to its plane is not that stiff. Im asking...