When beams bear on CMU or Concrete walls, I have always shown the beam field welded to the bearing plate, with the bearing plate set in the wall with anchor rods. Recently I have ran into issues where the walls have cracked at the bearing pockets just below the bearing plate, most typically at...
Hi There,
I was wondering if anyone had any insight into how to allow for thermal expansion/contraction of structural steel beams bearing on CMU or Concrete walls. I've had some issues with cracking at the bearing pocket where the beam has engaged the bearing plate as it expands/contracts and...
We currently use Tedds and I hate it. It's super clunky and is very limited in what it is able to do. Are there any viable alternative to Tedds? The only other alternative that I have used is EnerCalc which isn't much better and actually may be worse? Just curious what other programs other...
Hello,
I am analyzing an early 1900s existing concrete structure for a potential overbuild. Based on a field investigation, the columns appear to have been reinforced with about 0.5% vertical steel. Per ACI 318-14 section 10.3.1.2, you would reduce your concrete strength proportionally to...
It is my understanding of ACI that when analyzing concrete columns subject to sway that the end moments obtained from a second order analysis may be utilized in lieu of magnifying the end moments, but we would still be obligated to check moment magnification along the member length. Is there a...
Hello,
I am curious how other engineers are obtaining base reaction output for foundation designs. As far as I can tell, ETABS will not provide you with an enveloped base reaction and only considers live load reduction in the design phase. What I have done is isolated my joints at the base...
Hello,
I am curious how other engineers are obtaining base reaction output for foundation designs. As far as I can tell, ETABS will not provide you with an enveloped base reaction and only considers live load reduction in the design phase. What I have done is isolated my joints at the base...
AISC Steel Construction Manual Table J3.2 specifies that the nominal tensile stress and nominal shear stress shall be reduced for A307 bolts based on the grip length of the bolt in the connection. This is specified in footnote [b] in this table. Why is this? This reduction gets very...
How do I model soldier piles using SPW 911?
We have an article on this subject; Please contact us for a downloadable PDF.
This is what Pile Buck's website says, however it is my understanding they are out of business. Does anyone have this pdf?
Version 11 of Elements revised how unbraced lengths (Lb, L33, L22) were input. The sum of unbraced lengths must now match the totla length of the segment. This is very frustrating to me and it makes it very difficult for modeling. Has anyone had any similar issues with this? What are the...
Does anyone know of a good design example for a designing roof deck diaphragms with openings?? I have an existing building where we are removing a portion of the deck for an addition. I am having issues resolving the chord forces (I am OK for shear) around the opening and was wondering if...
Using this design methodology, you apply a factor to your allowable shear based on your opening percentage.
[Vwall = (v*C0)(sumLi)]
You essentially decrease the allowable shear by using a smaller shearwall panel length....this makes sense. What doesn't make sense to me is how this factor...
Hi there,
I am new to ETABS.....I am modeling a braced frame building and I am having issues getting the lateral axial loads dumped into the horizontal beams of the braced frame. Any thoughts on why this is happening? I have been experimenting with modifying the beam properties and have no...
