*Upon a metal plate of adequate design and dimension to distribute the load safely, *There is your answer. The built up beam is not adequately supported to distribute the beam load adequately becuase the bearing plate is undersized, the outer edges of the beam are not carried entirely.
This top plate support with the straps on ethier side is designed for steel I beam use not built up wood beams in my opinion.
Raymond, I see these type of columns and plates used with laminated wood beams fairly frequently. I believe they are generic and can be used for either. What kind of plate do you believe should be used for wood laminated beams?
Mark…I use 1/2 inch steel.
I agree with Dale. The plate should be fasten to the beam when complete.
Realistically and for discussion purposes, how much do you think it would cost to rectify the problem?
Personally, I don’t think any “code” would apply here.
This appears (as previously stated) to be a repair/fix to a conventionally framed (rather than engineered) system.
Common sense dictates that the beam load be transferred to the column “uniformly,” which would mean - reorientation of the plate or bolting/bonding of the beam members, but not necessarily both.
In any event, supports like this (at least here in the Shakey State) are considered temporary and typically would not qualify as a permanent repair/fix or retrofit.
Thanks for the response, Jeff and everyone else. Let me reiterate, that this was not a repair/fix. This is a “newly constructed home”, never lived in. This should have been inspected by the code enforcement inspector within the past few months and approved. Before I confronted the builder and code inspector, I was looking for something concrete to base my recommendations on. And although, like Raymond says, it’s a relatively easy “fix”, if in fact it is broken, I don’t like recommending that something be fixed, no matter how little expense, if it’s not broken.
Anyway, since I’m getting some mixed messages about this (some local builders are telling me that this is acceptable and common place), I think that I have decided to recommend something like this to my client.
“The top plates of the steel support columns in the basement, are basically parallel with the main floor support beam, and not spanning the entire width of the beam. There is a question and concern as to whether or not the steel support columns are adequately and properly supporting the load of the main floor beam. This inspector thinks that the top plates should be re-oriented (turned perpendicular) in order to more uniformly carry the load of the beam, or additional reinforcement for the laminated beam be installed, such as through bolts. In as much as this part of the structure “should” have already been inspected by the local code enforcement officer, that person may have a different interpretation of what is required in this circumstance. Recommend that client ask builder to produce documentation indicating that local code enforcement official has inspected, approved and signed off on the support columns and beam as they are now configured.”
So how’s that sound?
Real good, and that works for me totally. Believe me, what you see is what will stay, has been there, worked there, and will remain there. Very good deduction on your part, covered yourself and that is all that counts. Since no one has approached the plate to put themselves on the line without a Code backup of some sort, I would have to say that common sense has prevailed. yes it will hold. To point out an additional comforter, most built up beams are of three members only, so the picture might not show the whole picture, if you know what I mean.
Good report.
Marcel 
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The HI is not qualified to evaluate the support coulmn in question. The engineered/design drawings should be consulted to verify proper installation.
Brian;
sometimes Engineered Drawings do not exist and depends alot on the knowledge of the Builder at hand. Most do a good job. Some are adequate and some are out of line, or just plain do not know.
Marcel
Is that true Marcel, you can just build any old thing without a drawing or an engineers/architects stamp:shock: ??? Neato:twisted:
I guess I’ll be guaranteed lots a work then.
Around here sealed drawings aren’t needed, normally, if the residence is under 3500 sq. ft.
Larry so you can just pour a slab of your own design and start adding lally columns willy nilly as you please and then slap a roof on it? You do not have to use and Engineered design??? RU Sure about that?
One is required to submit plans, but not engineered plans, to the AHJ for review in order to obtain permits. I’ve been doing it for 35 years.
So now there are reviewed plans are there. Ok check the reviewed plans
Whether they’re engineered plans or reviewed plans I’ve never seen them show how to install a lally column, only where it is located. 
Marcel is right in that the builder has to use his knowledge for proper installation.
From Okey Dokey:
“Although the International Residential Code (IRC) does not require metal columns to have been studied by an evaluation firm, as a practical matter, an engineer or an architect has to prove that the work will result in a system that is capable of transferring all loads from their point of origin through the load-resisting elements to the foundation.”
I’m not saying they don’t have to perform the intended function, just that we don’t need an engineer’s seal on certain plans. And even if a lally column is specified, normally, it will not show how to install it.
To be honest with you, I would have walked right past that (pictured) lally column and never given it another thought, even without bolts in the beam. Nails, given the right nailing schedule, would be adequate.
Inspect the top plate for dishing and for adequate beam support. The CCMC requires that the plate be sized to the full width of the supported beam or that a 50 mm x 200 mm (a 2x8) wood cap which extends across the full width of the beam be installed with the grain at 90° to the beam direction.
Isn’t that what gives you a job in the first place???
Marcel
In some cases there are no lally columns.
The supporting members could be as simple as a 2"x4" wall, and what are the chances of having a depression slab. zilch. How would you know and how would you have any indication of this??
There are a lot of variables out there in these inspections. and I will still stress the way around it is to assume the worst and write alot like a wise young man advised me off.
It has always amazed me to this day, as to why so many in this world worry about electrical problems that might be detrimental and deadly to people, have to be licensed, and plumbers have to be licensed to make sure that the sh#t flows down hill, but no one seems to care about the carpenter to have a license. I guess they do not worry about the house to fall down. Food for thought.
Marcel