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phamENG (Structural), You said "monolithic pour", what about retrofit jobs where we pour new conc onto exist conc....if you only design a connection of this type for shear, and don't account for any fixity or moment developing in that connection, you're essentially creating (or assuming) a...

Is there any guidance on assumptions for boundary conditions in reinf. concrete (articles, text books, etc.)? I'd assume most, if not all end connections for concrete are fixed. Now when I say that, I'm not taking things down to the thousands or ten-thousands, but generally speaking if the...

Yea I discovered today that apparently the 13th Edition of steel manual made the change from Fy to Fu. Thanks for response.

In the prying equations the steel manual uses Fu, instead of Fy. On p. 9-10 there is a brief discussion that the design basis was changed to Fu "which provides better correlation with available test data". I've found some other guidance online for some explanation in what is actually happening...

Thanks for responses. Yea if I was to set this up in MathCAD or something, I'd say what you said: min(futa,1.9*fya,125ksi).

In ACI 318-14, Section 17.4.1.2 and 17.5.1.2, it says "futa shall not be taken greater than the smaller of 1.9*fya and 125ksi". I interpret this as IF your ultimate strength of steel anchor is greater than 1.9*fya and 125ksi, then you use the smaller of 1.9*fya and 125ksi. Is that correct, or...

dauwerda (Structural)/HTURKAK (Structural), Thanks for your responses.

So if you just call out a CJP in tail of leader, pointing to a weld joint, does that tell the shop/welder to backgouge? If they don't backgouge, without doing an Ultrasonic test or something to that nature, how would inspector/engineer know it's a full-penetration weld?

To my understanding a Complete Joint Penetration (CJP) would imply to backgouge the weld joint, but after several discussions with coworkers, etc. I'm starting to wonder if that's the case. If the weld is supposed to be a full-penetration weld, what constitutes "full-penetration"? Does that...

I was able to get a copy of AISC Design Guide 21, and I see the discussion on PJP throats. I wanted to note that I think i understand why the Design Guide says to use the depth of groove as "throat", bc even if you took a shear plane at 45 degrees from toe of weld, you would actually have...

That's interesting what you showed from AISC Design Guide 21, I'll have to read up on that. Thanks for sharing, I've never referenced that design guide before. What do you mean when you say "You just do not have to reduce the strength of the weld because it also has tension parallel to its...

ProgrammingPE (Structural), "A picture is worth a thousand words" - thanks that clears things up a bit for sure. With your sketch of Tension normal to weld axis, I can now understand what they may be talking about...however, I think the failure plane would still be at throat of that bevel...

ajw771983 (Structural), I shot myself in the foot on that one, totally agree - I guess I was only considering the section of steel, not composite section. The calcs I'm doing are for steel repairs and I realize there's certain reasons for only considering steel, not composite section, and...

Lomarandil (Structural), I guess I have misunderstood. BridgeSmith (Structural), Thanks for response. I'm getting a better understanding based on what you said. Yea I'm not sure why I was thinking the capacity of steel member would go down once N.A. shifts, bc yea if the N.A. has...

OK, so I correct myself...I just realized the whole "block shear idea" wouldn't happen (I think) ever bc once the weld fails at throat that connection locally is gone - so no other failure plane (I blame lack of sleep!). But in any case, at my previous employer we had SHEAR ultimate strengths...

Recently I was doing some weld calc's using Spec section J, and discovered the Table J2.5 lists "tension" as a possibility for PJP weld joints. This made me scratch my head, bc it doesn't list tension as a check for CJP welds (bc CJP welds are governed by the base material) and that made sense...

Good evening, I'm new to bridge design and have begun my first calcs for "somewhat" doing a load rating for some bridge repairs. My short career thus far has been just over 3 yrs in steel design, but primarily doing stress analysis for various structures (in a shipyard), and so I wasn't using...

Good evening, I'm new to bridge design and have begun my first calcs for "somewhat" doing a load rating for some bridge repairs. My short career thus far has been just over 3 yrs in steel design, but primarily doing stress analysis for various structures (in a shipyard), and so I wasn't using...