O&G consulting and I definitely feel you on the under budgeting and project deadline crisis. Projects have begun jumping straight into phases they would normally not be doing as the new wave of client project managers (under 35) have come in to cut schedules on their end.
Because of this we...
We did joints about every 20 ft specifically to separate different pour areas and put dowels at mid way depth to help transfer the load as well as help them settle together.
I know a quick rule of thumb is a joint between 24 to 36 times the thickness.
It's always good to check for tension forces in your anchor bolts. More times than not the empty + wind case will always control on smaller/narrower skids. Extremely heavy and wide skids sometimes won't see any tension most of the time.
As someone said earlier are you doing finite element analysis using plates? If so this modeling system has the tendency to accrue very high peak moments where you are placing concentrated loads.
You can try taking the average moment of each plate rather than the max corner or spreading out the...
There's a bunch of pretty long topics on this website if you google.
My take aways for a beam resting on top of a column is the orientation of the bolts relative to the column (inside of the flanges that tends to be more pinned). How thick is the end plate the beam rests on (a thicker plate...
We always design and detail every moment connection for the fabricator on every job.
On simple shear connections we usually cover it with a general note for the fabricator to design for full shear capacity based on uniform load to produce the largest moment on the beam and specify end reactions...
What group effect are you referencing? ACI recommends the 4 x Da for untorqued anchor bolts and 6 x Da torqued anchor bolts.
If you are following this then as referenced above checking all of your failure modes the lesser design strength will control.
This is pretty typical for industrial vertical bracing. Example: On our drawings we show the work points typically to the center of the member but the chevron gusset brace is always on the lower flange. If you follow the path they still go to the center “node” of your member or depending on...
Design the braces to take both gravity and lateral forces because most likely you won’t have control over the order they erect and set everything. We like to keep our unity ratios to a 0.5 max on WT’s rotated because of eccentricity, double angles and W beams is fine to go up to 1.
SPMats is probably your best bet. MAT3D let’s you create irregular shapes not but it’s harder to differentiate different slab thicknesses all over the place.
I'm modeling a small elevated platform for a client and I came across something I wanted to get some clarity. Lets say you have a simple C6x8.2 Channel braced at each end and 12ft long. Why is it that STAAD flags the channel for slenderness and RISA under the same conditions doesn't? Is my...
