Thanks for the reply! I wasn’t sure if my case was different because the column is so wide and the main corbel bars have a great deal of length to develop. Also, since the column is in compression wouldn’t that help? The column is also heavily reinforced, and the corbel is being poured...
https://res.cloudinary.com/engineering-com/image/upload/v1659814414/tips/Corbel_Detail_iuforr.pdfDoes it matter if the main reinforcement of a column corbel turns up into the column vs down into the column as usually shown? Closed ties and framing bars are installed as usual.
I am working on small footprint 2 way slab 30" thick, surrounded by walls around the entire perimeter, essentially making a concrete vault. The spans are 29'7" and 24'....The plan dictates #9 at 12 o.c., top and bottom, both directions. The section illustrates the rebar in the 29'7" direction...
Have you considered using dowel baskets? Browse PNA-inc.com...curling is a problem for any slab, so by that logic we should never cut slabs???? A good wet cure and cutting right behind the finish operations helps. I really like the mention of larger aggregate.
As a concrete contractor, on a...
I'll admit, as a concrete contractor I have done both. I will reinforce that even in a 2 day cycle, the concrete columns are poured the day before. Not only does it benefit the structure (in terms of shrinkage as BA mentioned) to place the columns the day before, it also makes the process more...
I work for a concrete contractor that is installing the foundations for an addition to an existing masonry bearing walls and timber beams building. We installed a small portion of wall and a 2'x2'x10' concrete column against the existing masonry without compressible filler or fiber expansion...
I understand most DOT's specify placing the positive moment regions first followed by negative moment regions (3-7 days later) to avoid cracking in the negative moment regions. I have witnessed a deck being placed continuously with only the stipulation that a specific rate of placement be...
I just completed a 6 story topping project where the topping assisted with the diaphragm of the building. Our project was 23,000 sf but had one group of planks that had a far greater camber than other planks On The same level. We used 1.5" inches above this set, ended up with about 3 to 3.5"...
Regarding the #7, they claimed the # 7 splice would dictate, and length out of footing corresponded with a #6 splice...then went on to try and explain how you have to develop the #7....I just shook my head in disgust....
Project is in nj....
I don't know if I painted a clear enough picture...
I am a superintendent for concrete construction and have come across the most bizarre design team. The project is pretty straight forward and involves a concrete topping slab that ramps up. The topping is on top of an existing cast in place concrete parking deck (one way slab). The topping...
BA, they tried to pin the protection on us...we use traffic dilineators and drums during our construction.
I think the moral of the thread here for all of you engineers is be careful what you suggest. In this case certain persons in the project want to proceed even though they know problems...
MainMan10, you're absolutely correct, a 2 minute call would probably resolve the situation both cost effectively and correctly.
I am going to suggest two methods to choose. Assuming rod is weldable cut extension at 45 degrees and weld. AISC has procedure for this.
Secondly,as csd72...
I am a foreman for a concrete contractor on a 5 story steel structure building. The steel is being erected with 3/4" f1554 gr 55 anchor bolts. During the installation of the underground plumbing the plumbing contractor bent several anchor bolts. Of course bolts were bent to different degrees...
just to be clear, crsi illustrates that the cap piece must be a 90 degree on one side and 135 on the other. The "U", main or bottom piece (whatever you want to call it) has to have to have both ends with 135 degree bends
