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Curious if anybody came across a situation where the architect wanted to change the shape of a column from one floor to the next. In my situation the architect wants to change from a 12x24 concrete column to a 20" dia. column. How do you detail column reinforcement?

Hokie, Yes you are correct, the 10" wall will support the 12x24 columns which will start on top of the suspended slab, dowels will be drilled for the columns. I'm still going to increase the wall thickness below the column because the face of the column will be flush with the outside face of...

Hokie, I'm looking at 12x24 columns centered over the walls with 24" dimension parallel to the wall. I'm thinking about increasing the thickness of the wall in this area to 12". Placing the columns over the wall I can take of the wall to distribute to column loads more uniformly. Problem with...

Adding steel to stiffen the footing is not an option as is cutting the lower portion of wall. However, reducing the column spacing and transferring the load to the wall as hokie mentioned may work. My problem is the foundation wall is only 10" thick, which limits the dimension of my column.

First question, the soil varies around the bldg the bearing capacity is 5ksf for half the bldg, 8 ksf at middle, and 10ksf for remainder. Second question, No, I do not want demo wall I'm thinking of pouring columns tight to adjacent walls that have already been pouring. My issue is primarily...

Working on a project, 9 storey building with two way slabs and exterior ICF walls. Foundation wall is poured with the strip footing for exterior walls. Problem is the client wants to change the exterior walls to concrete columns which the strip footing obviously cannot support. Anybody have...

just download the demo version of pcaslab from pca website. Its good for 15 day trial or just purchase the software its only like 1500.

I guess I'm just having a problem conceptualizing. I competely understand using the icf wall as a deep beam and pickup the support at the first floor. However if I have openings for windows and doors within the wall would the beam concept still be valid?

That's what I suspect the wall acting like a deep beam for the six stories. Think I will get the contractor to leave a 1" gap between the u/s of the slab and the top of the wall to prevent load from being transferred to the wall.

I have a six storey bldg., ICF exterior walls and two way slabs with interior columns. The architect has removed the wall at the first floor level. I am proposing columns along the section where the wall has been removed. The columns will extend for the full six storeys with the ICF wall...

Thanks guys for the information especially both of the reference sites. I think I'm going to use both clip angles as suggested by Whyun as well as PL400 construction adhesive just to be on the safe side.

Whyun My initial concern is how to quantify the amount of shear the adhesive can take resist. However with the Z clip idea I think I can get a better feel with type of connection.

Working on a project where the existing TJI's are overstressed. I'm thinking about adding joists to reduce the tributary width problem is Ican't get any nails into the joist. I'm considering using an adhesive inlieu of the nails. Anybody know of a reference for construction adhesives that...

I have seen projects where the wall was has been framed similar as though the diaphragm were not removed (platform framing without the diaphragm at the second floor). Can't seem to get my head around how this could possible handle the combined wind and gravity loading. I assume the wall studs...

just curious what other engineers do in the following situation; 4 storey wood frame building with two storey atrium along the outside wall. Opening in the diaphragm is 28ft long x 12ft wide. I'm considering two options, running an lvl beam 28 ft long spanning between walls and designing for...

just curious when designing storm sewers should you use the post developed controlled flow or uncontrolled flow?

Have a situation where the elevator shaft in a 7 storey building is too narrow for the elevator from the 4th to 7 th floor. This is a result of a mistake by the formwork contractor. Unknown to myself, until today. the contractor started to chip 5 inches off the 10 thick wall. I'm curious if...

use hillerborg's method.. provide a concentration of reinforcement along the free edge of your slab spanning in the 15 foot direction. This stiffer "element" will support load from the 7 ft span. Basically providing a beam the same thickness as your slab.

I'm working on a building with a lot of cantilever sections with full storey of brick at the tip. Would it be correct to convert the udl over the design strip at the tip to a point load?

I'm curious about the interpretation of cl.16.9.4 of CSA S304.1-94. Essentially it states brick veneer can be supported on a brick check for up to 11m and then every 3.6m. I have recently noticed other engineers spacing shelf angles every 6m vertically. Would this be in keeping with the intent...