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Hello guys Simple Question: How can I get the torque values required to achieve slip resistance using this table? Is it by: [Bolt Dia x Bolt Pretension x μ]? μ:mean slip coefficient for Class A or B surfaces

I appreciate all your answers. Thank you so much

I feel that your anchors need to pass all the way through the slab as shown below in order to be punching shear reinforcement Thanks for the tip That said, with proper beam & bearing design, I don't feel that there's actually a legitimate punching shear failure mode in this setup to begin...

Hi kootK Yes, 8''. Can you provide a sketch or something to clarify how you see the mechanics of that working? I would simply consider the anchors as additional shear reinforcement (just like stirrups) that would help the concrete to resist the shear cracks that would develop in the slab.

The idea of making the beam composite in my opinion is not to increase the capacity of steel beam. It is to prevent the punching shear in the existing slab. (Depth of slab is only 2/3feet). I dont know if im getting this right. As for the steel beam to concrete connection I will try the...

Hello guys: I have a situation where I have to stiffen an existing slab under compression load of 370 kN (83 kips). that coming from a steel column above, Please see attached sketches. Im trying to stiffen the slab by adding steel beam beneath it ( 3m length from wall to wall). My...

In that case, I would throw a stiffener to the tension cleat.

I think using angles as MC is usually not recommended. If you want to achieve a PR behaviour you can use a flush moment end plate.

I was wondering about that for a few days, (Excuse my question if it was kind of stupid or if I'm missing something). Usually when I brace rafters with flange brace on a FEM, purlins fail due to compression buckling. Since purlins would buckle easily,Shouldnt the connection of the flange...

When installing flange brace underneath the purlins. Would the flange brace transfer axial loads to the purlins? so we can make their holes slotted so the(purlins)dont buckle?. Does this make sense??[bigsmile]

Its clear now. Thanks But I found this formula on calculating the required torque for pretension bolts T = KPD Where k is the friction coeff P clamp force D diam of bolt. My point here is that the torque value depends on on the friction coeff. ( coating of the bolt). Is there any references...

I am asking about the amount of torque or force that the labor should reach when tightening a SC bolt. Is the pretension-ed and SC bolts tightened to the same amount of torque?

KootK. you got me confused here. The bolts used in the project are Slip critical bolts (not pretensioned bolts), meaning, shear will transfer via friction. Do I need to divide the aforementioned 19 Kips by 0.3 in that case ?

I think Steel Design Guide 07 would help

Table 3.1 in (AISC Specs2010) gives the minimum bolts pretension for A325, A490 bolts. Should I use these values when tightening? or do they need to be divided by the slip coeff since I have Slip critical bolts? Lets say I have 5/8'' bolt size A325, the pretension load given in the table is 19...

KootK Thanks. [smile]

HTURKAK Unfortunately, the deck is not composite and no adequate space for H. brace due to the required openings. MegaStructures Im using 3D analysis using FEM. I decided to not count on the shear wall alone. As you can see, multiple systems might be there (braced and moment frames). I...

Yes, its a lift shaft. r13; Im not sure I understand what you mean by "it is possible"

No. It is an open structure.

Hello Guys I have this steel structure plan view as the sketch shows. How do I handle with the lateral stability in this case? As shown, in X direction most of the frames are supported by an existing concrete slab or shear wall. In Y direction some of members are supported by the shear wall...