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 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...
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...
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!
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 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...
I have a tube beam HSS12x6x3/16 under compression. AISC ASD Table B5.1 has the flange width-thickness ratio limitation of b/t < 238/SQRT(Fy). Since it is a beam, I think flange is 6" wide, so 6/(3/16)=32 < 238/SQRT(50) = 33.6. It meets the requirement. However, from the software RAM SS, they...
ACI 13.4.2.2 and 13.4.2.3 specify "An amount of reinforcement equivalent to that interrupted by an opening shall be added on the sides of the opening".
My question is, if there are 6 slab bottom bars interrupted by an opeing, should 6 bars be added to one side of the opeing and 6 bars be added...
