Hey. All.
Anybody. Ever see discussions on here or elsewhere, about how heavily one must support long (1@37’, 1@34’) wide flange beams with at least one auxiliary footing(s)?
No bolts for steel mounting plates were cast into the new frostwall & half-foundation last fall. Next month we pour in the final 5” concrete pad.
Talking four end-points of loading, 3 of which could bear upon existing 10” concrete.
But! Haven’t been able to find info on the following:
1. Whether there exists a code-acceptable product/method for drilling, installing (driving and epoxying) enough strong-enough bolts for heavy steel column mounting plates. Some wind loading being a given.
2. Whether 3000psi concrete becomes sketchy for bolting such plates. I.E. You hit rebar halfway there.
3. If was to design footings for 2 other independent columns, say 3’x4’x24”deep, are there mounting systems that exist which once mounted to cast in place bolts, allows for any eventual asymetrical settling of the heavily loaded footings. The inside of the new foundation was compacted 3/4” stone. Note: If I need to center this one key column onto a footing any wider than 4’ square, that will impact which framing approach will have to be taken for the floor (and loading) above.
Hopeful somebody here might have run into a redesign situation like this. Our Engineer is going to be swamped with commercial work. Last time he appreciated ($) the fact I had gotten as much of the loading specs as close as I did.
Or, if anyone knows of a lay-friendly engineering board I could check out, I’d be very grateful.
Jim
...........................
More Detail... Just in case.
Before I focus on what this is about, I first need to say that I am not trying to end run any official building analysis and approval. Nor should ANYONE.
I am posting this here because I am heavily this phase of PREPARING (designing an addition) a “best-shot”, followup, a REdesign which I fully intend to present to the same Structural Engineer who approved my September, 2011 design. Our Structural Engineer will either approve and/or conveniently adjust the lbs/linear/foot specs for a pair of W14-xx or W16-xx beams.
Over the winter my wife and I agreed we had no option but to build more oomph ($) into this addition. We found out the barn we wanted could not go where we’d hoped, due to ledge, wind loads and a property line buffer requirement. Not to mention the extra $5000 worth of ledge we found while readying the site for the frostwall and half foundation, which survived the winter fine. Good drainage and a sloping sandy backfill atop was a must fix all along. With equal luck we’ll pour the pad in June.
But only after our engineer’s EASY approval of the necessary (x#) additional footings, end-columns and pinnings, plus their exact locations and elevations.
Just hope a couple people here can discuss common loading/footing solutions (dimensions) using 5000psi concrete. My problem is on our 2011 pour we did not cast in any bolts for customary steel mounting plates for columns. And so, at the front, where 2 parallel W-beams will carry a second story load rated at (guessing) 40lbs/ft^2, - the top of the 4’ deep frostwall (including 24”x12” footing) 3000psi concrete, probably should not carry those two columns. These front end columns will be trussed together (welded/bolted) over the new garage door, where it’s well braced steel cross-beam will bear the end load of one of the 35+foot, full span W-beams. Expansion/contraction/movement of foundation at the back ends should also be considered.
More info available by request.
Anybody. Ever see discussions on here or elsewhere, about how heavily one must support long (1@37’, 1@34’) wide flange beams with at least one auxiliary footing(s)?
No bolts for steel mounting plates were cast into the new frostwall & half-foundation last fall. Next month we pour in the final 5” concrete pad.
Talking four end-points of loading, 3 of which could bear upon existing 10” concrete.
But! Haven’t been able to find info on the following:
1. Whether there exists a code-acceptable product/method for drilling, installing (driving and epoxying) enough strong-enough bolts for heavy steel column mounting plates. Some wind loading being a given.
2. Whether 3000psi concrete becomes sketchy for bolting such plates. I.E. You hit rebar halfway there.
3. If was to design footings for 2 other independent columns, say 3’x4’x24”deep, are there mounting systems that exist which once mounted to cast in place bolts, allows for any eventual asymetrical settling of the heavily loaded footings. The inside of the new foundation was compacted 3/4” stone. Note: If I need to center this one key column onto a footing any wider than 4’ square, that will impact which framing approach will have to be taken for the floor (and loading) above.
Hopeful somebody here might have run into a redesign situation like this. Our Engineer is going to be swamped with commercial work. Last time he appreciated ($) the fact I had gotten as much of the loading specs as close as I did.
Or, if anyone knows of a lay-friendly engineering board I could check out, I’d be very grateful.
Jim
...........................
More Detail... Just in case.
Before I focus on what this is about, I first need to say that I am not trying to end run any official building analysis and approval. Nor should ANYONE.
I am posting this here because I am heavily this phase of PREPARING (designing an addition) a “best-shot”, followup, a REdesign which I fully intend to present to the same Structural Engineer who approved my September, 2011 design. Our Structural Engineer will either approve and/or conveniently adjust the lbs/linear/foot specs for a pair of W14-xx or W16-xx beams.
Over the winter my wife and I agreed we had no option but to build more oomph ($) into this addition. We found out the barn we wanted could not go where we’d hoped, due to ledge, wind loads and a property line buffer requirement. Not to mention the extra $5000 worth of ledge we found while readying the site for the frostwall and half foundation, which survived the winter fine. Good drainage and a sloping sandy backfill atop was a must fix all along. With equal luck we’ll pour the pad in June.
But only after our engineer’s EASY approval of the necessary (x#) additional footings, end-columns and pinnings, plus their exact locations and elevations.
Just hope a couple people here can discuss common loading/footing solutions (dimensions) using 5000psi concrete. My problem is on our 2011 pour we did not cast in any bolts for customary steel mounting plates for columns. And so, at the front, where 2 parallel W-beams will carry a second story load rated at (guessing) 40lbs/ft^2, - the top of the 4’ deep frostwall (including 24”x12” footing) 3000psi concrete, probably should not carry those two columns. These front end columns will be trussed together (welded/bolted) over the new garage door, where it’s well braced steel cross-beam will bear the end load of one of the 35+foot, full span W-beams. Expansion/contraction/movement of foundation at the back ends should also be considered.
More info available by request.
