If you can get the tie tight to the top flange, you can get reasonable capacity out of attaching to the stirrups. Not at the distance the conceptual drawing seems to show though. And I second your thoughts on weld capacity. My preferred detail is to cast sleeves into the web, just below the top...
A bit off topic, but most of the bridge decks locally have gone to stainless or low carbon/chromium bars lately, with GFRP bars used in a few places. Epoxy coated bars are now only permitted on low volume roads here.
Turning aside from the discussion of 3D modeling for a moment, one of the things I would suggest to anyone planning a career designing bridges is to spend some time working on the construction engineering side of things. This is probably the best way to understand how design decisions impact...
The term bridge launch is commonly understood among the North American bridge designers, erection engineers and bridge contractors I know. The piece-by-piece method of bridge erection is referred to as stick built locally (only applicable to larger multi-span bridges).
A few comments from the...
CSA-S6 (the Canadian Highway Bridge Design Code) limits stress in precast girders during transport and erection to 0.5fcr in tension and 0.6f'c in compression. The PCI manual methodology mentioned above for evaluating pre-stressed concrete girders during transport and erection is also accepted...
Width has no effect. For a fluid pressure is dependent on the amount of head only.
Typical practice for wall forms against existing walls, from what I see here, would be to Hilti some coil rod into the existing walls, add B1 coil ties or similar and attach a wood form on the open side of the...
This is how most bridge decks for steel girder bridges are formed. Concrete girder bridges are a little bit different, in that the girders are concrete.
Dayton Superior and National Concrete Accessories (NCA) supply the hangers you are thinking of. Just make sure that the beams can handle the...
In reference to the cross frame "fit" comments above, I believe many of the NSBA and AISC comments on this reference NCHRP report 725, which is available in it's entirety here:
http://www.trb.org/main/blurbs/167646.aspx
It also give guidelines on when different methods of analysis should be...
Apologies, I had thought it was in the "Structural Stability of Steel" text by Galambos, as that has been a go to reference for the "other rational methods of analysis" CSA S-16 allows in regards to stability. I also remembered it being laid out in more depth.
The text I should have referenced...
To add to the above from both SlideruleEra and Lomarandil,
Closed sections (generally pipe) are common for both spreaders and lifting beams in my experience. If it works with a 12" HP section though, the contractor has a bunch lying in a yard somewhere.
The latest edition of Galambos does deal...
delagina:
You are incorrect that all spreaders are bought off the shelf items. Custom spreaders are very commonly engineered items for those who work with/for construction companies.
The ASME standard mentioned by JStephen above (design of below the hook lifting devices) is the go to...
Is the bolted connection between the truss and beam enough that you have moment fixity between the two for the offset from centreline of beam to end of truss?? If so, if you take the truss as simply supported to the centreline of the beam, what is the rotation in the truss at the centreline of...
I agree, introducing field welding where there was none before generally doesn't make people happy. You could have drilled and tapped holes in the embedded plate, but then you would need to have a site survey after pouring the slab and prior to fabrication of the brace assembly.
It depends on what the application is, and if the pin is going to see significant rotations and how many cycles of load and/or rotation (fatigue/wear considerations). CSA-S6 gives the interaction equation for bending and shear stress in a pin as Mf/Mr+(Vf/Vr)^3 < 1, with Mr based on elastic...
