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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...

Thanks everyone, I was not expecting this many responses. We are going to stick with Tedds for the time being and devote some time into trying to learn the programs capabilities a bit more. Clear Calcs seems promising but I think needs some more time to develop, we will revisit that in a year...

We are building engineers with an office of about 50. Looking for a program similar to Tedds or Enercalc that does individual excel-like calculations, like calculating wind loads, baseplate design, footing design, retaining wall design, etc. Thanks

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...

From what I can tell, it does appear to have the same effect for purely axial strength calculations and it is actually what SP Column says they do in their program: "By default Architectural option is selected for which the capacity of the section is reduced. For the ACI codes, the reduction...

I proportioned f'c down based on the actual reinforcement ratio from 1%...so for 0.5%, you get half the f'c. I believe that has the same effect as reducing the effective area proportionally. This is also the method in which SP Column calculates "Architectural" column strength based on their...

Yes, I am currently analyzing using these provisions for the reduction of strength. It just seems a little odd that if you keep the same size rebar and increase the column size, there's the potential to get less strength because the percentage of steel decreases, even though the column size...

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...

Thanks everyone. Does anyone have a copy of Richard Furlong's paper? I have now seen that document referenced in several threads...seems worth a read.

Yes...in a round about way. ACI references 6.6.4.5 for the calculation of member length slenderness effects, which is the Non-Sway Moment Magnification Method. I suppose I could then run SP Column as Non-Sway with the 2nd order moments input from our Ram 2nd Order Analysis. That's what I was...

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...

Thanks! I am getting the impression that most engineers use excel to determine the base reactions. I am accustomed to using RAM SS where most of that output is readily accessible within the program. Another interesting item is that ETABS will not calculate a gust factor when determining wind...

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...

Thanks. It appears that this footnote was removed for tensile stress in the 14th edition. Here is the explanation I received from AISC: "The footnote you mention only applies to the shear strength of A307 bolts. The reason for this reduction is explained in the Commentary to Section J3.6 of...

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...