How to correct pin joint to fixed joint Concrete PEDESTAL TO BASEPLATE

[zoo123]

Greetings to all.

I see

k your inputs for correcting a Civil error pl.
in our site for Constructing A 500SQFT NEW sTEEL SHED By mistake the anchor bolts have taken up an orientation, that will convert the structural rigidity to the Pivoted type that was planned initially for a fixed type.

Now, upon scrutiny and review , I understand that the anchor bolts orientation be changed that is difficult. Alternatively, is it worth grouting the bolts on the other sides and move on so the structure could behave as a fixed type and take moments and vertical load. The height of the shed planned is 20ft and it is a mono slope type from left to right.

The pedestal is 1ft x1ft is size ( it is 11inches in real with mason error).
The bolts are 20mm dia spread on 120mm gap and 50mm pitch . We have an extra space of 50mm on the sides to add 20mm holes to make it a fixed connection.

I added the pictures and seek your view , since the project is at a road block despite a small MSME Shed. can you advice.

 

[jayrod12]

Wow, anchor bolts at 50mm centres. That's crazy to me.

Have you tried analyzing the column and baseplate with the anchors rotated? You may find your capacity is similar. Or even higher with the bolts rotated since your pitch is 120mm, therefore your level are is also 120mm, but in the other direction with anchors at 50mm spacing, you only have 100mm between the first and third anchors.

 

[zoo123]

Dear Jayrod12,

Thanks for the reply. My question, was by rotating the location of the anchor bolts by 90 deg. the constraints would take moment loads. Just by regrouting. Would it yield the desired need of taking care of the moment load.

Yes, the bolts dia are 20mm for now. the pedestal size is 12inch max. The two rows of the existing ( erroneous) pattern is separated by 120mm pitch.

Can we add additional holes in the 90 deg. direction and will it work. Thank you in advance.

 

[jayrod12]

I don't know if that will work. I didn't do the original design. You should ask whomever did the original design.

I'm saying it could be ok, but I'm not willing to tell you it will be. And besides, you shouldn't be trusting the opinions of a bunch of strangers on the internet. Either you need to run the numbers for yourself if you're able, and if you aren't able then you need to hire someone locally that can and will.

What is your role in the project?

 

[zoo123]

Dear jayrod,

Thanks for the reply. It is my project turnkey. As i said an error now manifested. What you believe could be the failure modes when i redrill on the other side.

 

[jayrod12]

I don't have enough information at hand to give you that answer. Might be you can't because there's reinforcing in the way. Might be that you can't get a post-installed anchor with enough capacity when taking into account the edge distance and spacing reductions (which is why I was shocked at 50mm anchor spacings to begin with).

I don't know enough about the design. You need to hire a local structural engineer to provide that sort of confirmation/guidance. And they will need to know a whole bunch more information than you've given here.

 

[Klitor]

the bolts are 'inside' the flanges in any case...so its not much of a moment coonection anyway.
Hire a structural engineer

 

[zoo123]

Dear Klitor,

Thanks. By redrilling i am sure the orientation of the Flanges will be changed to take moment and the bolts will be outside the flanges.

Would there be any other option pl.

 

[jayrod12]

Call the engineer that designed the building. You are going to need someone local to sign off on it. Or at least I assume you'll need an engineer's seal on whatever solution you come to. It doesn't matter what options we give you, if the guy with the seal doesn't like it, you can't do it.