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I prefer diagonal brace since it has much less connections and reduces a lot labors. But X-Brace gives more stability and redundency. I want to know what you prefer to use in design. Please vote. Thanks!

The base shear is high. 70 kips at one column. I am using the L dowel from the footing to the slab, instead of the hairpin from the blockout to the slab. I like the hairpin better cause it transfers shear directly. But since the slab will be poured first, it looks to me that to have hairpin in...

Then you pour the footing first, leaving dowels from the footing to the slab, then pour the slab? Or you don't use the slab to take the base shear? So you have a column block-out with expansion joint around. The slab just has turn-downs sitting on the footing and there are no dowels from the...

Then you pour the footing first, leaving dowels from the footing to the slab, then pour the slab? Or you don't use the slab to take the base shear? So you have a column block-out with expansion joint around. The slab just has turn-downs sitting on the footing?

The largest block out is 30" by 30" (30" is the diagonal side, along column grid, it is 42" each way.). It is a good idea to layout the tendon around the block-out even though I don't know the tendon spacing yet. Thanks! The post-tensioned slab engineer wanted to pour the interior footing and...

The slab-on-grade is post-tensioned. It will be poured together with the column spread footing. Architect preferred the steel column has a regular block-out so the base plates, grout, and anchor bolts can be hided. But to do that, the tendon of the slab will need to cut/stop at the block-out...

In my project, MEP wanted to hang their stuff from the composite deck (3" concrete over 3" deck) using Hilti anchors, cast-in-place and/or post installed. The deck will be drilled a hole so the anchor get into the slab concrete above 3/4" or more. The maximum point load reached 500 lbs. I am not...

In my project, MEP wanted to hang their stuff from the composite deck (3" concrete over 3" deck) using Hilti anchors, cast-in-place and/or post installed. The deck will be drilled a hole so the anchor get into the slab concrete above 3/4" or more. The maximum point load reached 500 lbs. I am not...

Actually It is the contractor who wanted to do one pour. But I am not sure if one pour for the 100'x124' size will cause cracks or not, you know, due to the shrinkage. How do you think? Thanks a lot!

I have an elevated 6" thick concrete slab being supported by concrete walls at perimeter and concrete beams and columns at interior. The footprint of the slab is overall 100' x 120'. I wonder if the whole slab can be poured one time. Do I need a control joint for this size of slab? Thank you...

Yes that makes a lot sense. Thanks for your valuable help!

Thank you, slickdeals! In your way, I saw my ramp is not meshed. I will make it meshed. My ramp is straight. I assigned it as a shell since it needs to take out-of-plane gravity load. Could you please let me know to make it behave like a rigid diaphragm, what stiffness modifier need to change...

After I ran my ETABS building model, I got a warning message of zero stiffness at a joint. Also it specified my model is unstable and ill-conditioned. In your experience, could you tell what is the most possible reason for that? I suspect that my ramp area is not connected to its edge beams. I...

I am designing concrete spread footings of steel columns. The footing thickness is determined by the anchor rod embedment length. No moment and no uplift exist in my base plate. I wonder in this situation, what is the minimum anchor rod embedment length. Please let me know. Thanks a lot!

DaveAtkins, I put a large eccentricity, say 70", in both directions. That is why it needs 12'x12' size footing. The footing absolutely has partial bearing. As for overturning, I used footing weight , soil weight and slab-on-grade weight over footing to counteract. If you think this is not...

My corner column sits at property line, in both X and Y directions. The interior column in Y dir is far way and its load is negligible. So I cannot use it to do combine or strap footing with my corner column. The adjacent column in X dir is also along property line and its own footing is strap...

I wonder where I can find the footing step requirements. Thanks for letting me know.

I am designing footings of a retaining/bearing concrete wall. The sliding became an issue because the friction coefficient is low. I wonder if the slab-on-grade adjacent to the wall can be used against the sliding. Thanks for your help!

Question: Over slab support, the negative top bars are #7. In the mid of span, the continuous top bars are #4. For continuity, they need lap splices. I want to know if the splice length is based on larger diameter or smaller diameter of bars. ACI 318 doesn't specify this for different sizes of...

1. AISC Seismic Provision 2002 Section 8.5 doesn't specify the use of amplified seismic loads for base connection design. However, at the end of the commentary C8.5, it says, " In the case of Moment Frames, if the building system performance intends column yielding at the base plate, the...