I have an external moment applied to the end of my beam which is fixed - I haven't sketched the full detail in the image below but there is sufficient restraint at the top of the beam.
I'm not sure how to size the weld at the beam end.
I have two potential approaches but they both give vastly...
Since there's a gap between the L-Frame and the wall the load will be shared between the frame and the wall. Wouldn't that portion of the load going to the L-Frame cause a torsional moment on the channel?
I have a condition where I need to add a cantilever connection to an existing girder.
I'm unable to find a lot of literature on the type of moment connection I will need and the best way to analyze it.
I am using a welded end plate connection member which will bolted to the existing girder...
I want to make sure I'm understanding this correctly. The SOG really just transfers the 400 psf load directly down to the soil. That 400 psf is not resisted by the mat foundation directly. I should analyze the mat for the column loading and add 400 psf to the resultant soil pressure underneath...
Yes, exactly TRAK.Structural, I am trying to optimize the mat foundation design and use a reduced loading if possible.
The column spread footing is also a reasonable approach but the final call on that is made by other disciplines.
If we do go with the mat, would the Fadum chart approach to...
My elevation view wasn't clear so I've attached a plan view also.
The pressure should be able to spread out and dissipate around the sides beneath the SOG.
Would you still consider that a confined condition resulting in 100% load transfer from the SOG to the mat?
If I assume say 12" of compacted fill underneath the SOG and then 2' from there to the top of the mat slab, would using Fadum's chart to calculate the reduced demand on the mat slab be a reasonable approach?
I would assume the DL and LL on the slab acts 2' above the top of the mat slab and use...
I have a mat foundation which sits ~2'-3' below grade supporting columns.
We have a SOG supporting equipment loads at grade above the mat footing.
What would be the best way to determine the effects (if any) of the SOG loading on the mat foundation?
I second BridgeSmith's opinion. A plug weld is not the best detail to use in this situation.
Could you drill through and combine those two bolt holes into a slotted bolt hole?
Impacts on the design would need to be considered though.
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Thanks for the suggestions everyone.
The demands include shear, axial and moment.
I was able to use a simplified baseplate approach for uplift as laid out in a Structure mag article and designed the plate using the resultant tension/compression in the piles.
I did check for cone breakout also.
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I wanted to get some suggestions on the best way to design a micropile bearing plate other than using FEM.
I was planning on using Roark's formulas for a flat plate with all edges simply supported and a load applied over a small radius as per Case 1b.
Then, I would only analyze a certain part of...
Yes, thanks milkshakelake I was concerned about load doubling at the corner.
If the wall is stiffened, should I be using the at-rest pressure for design? The large wall is ~70" and the perpendicular "stiffening" wall is ~20' so I don't think the wall as a whole is stiffened, but maybe the...
Thanks for replying marinaman.
I was able to refine the design loading and get the sliding to work.
I had a question about how to best analyze the footing.
For instance, if I have a 12' toe for both walls, they will intersect.
How do I account for that?
I have a retaining wall with some unique loading and constraints and I'm unsure of the best approach forward.
One side has a fire truck access road 1' beyond the edge of the wall. For this, I used a 250 psf surcharge (2' soil depth) as per AASHTO.
The other side has 3 columns carrying 50 kips on...
Could you weld an angle to the HSS and install the outstanding leg to the top of the hollocore plank? It's a more robust connection than the welded flat bar option and would help with bracing prior to pouring the topping. Might have to use galvanized/stainless steel and hardware to ensure...
@IceNine Thanks good catch that's right I need to update the orientation weld group.
The new weld group has a section modulus of (4 x 4/2) x 2 = 16
Weld Demand Force = 5 kips/in
Weld Capacity = 7 kips/in
@Lomarandil - that was my first option but the HSS4x4 has a workable flat of ~2.25". Limits...
I am welding a single angle cantilevered post to a HSS member.
The angle is a L4x4x1/2 and the HSS is a square 4x4x3/8.
The weld strength is not really an issue.
The moment demand is about 80 kip-in.
My weld section modulus is (4 x 4)/6 x 2 = 5.33
Weld Force = 80/5.33 = 15 kips/in required...
Yes agreed the inside of column/edge of slab is the way to go.
The steel anchors/bent plate/anchor plate are adequate - it's the concrete failure modes that're giving me issues. The moment is about 9 kip-ft on one column and 3 kip-ft on the other.
I like the idea of making the anchor plate...
