I'm replacing an existing diaphragm on a bridge, connecting to the existing connection plate on the girder. The iron workers drilled new holes in the connection plate to align with the new diaphragm holes, but one of the holes is too close to the existing hole to meet minimum bolt spacing...
SWComposites
Yes, contacting the manufacturer is my next step. I don't have the design done by them, but I do have the plans for when the work was done. I'm also looking into ACI 440.2R as Celt83 recommended.
WesternJeb,
"Wrapped" may not be the most best term, that's just what the documents say. This is an arch with longitudinal strips running along the bottom. There's no confinement added in this application.
I'm in charge of load rating an existing reinforced concrete arch that has an external carbon fiber wrap along the bottom. I can easily determine the axial-moment interaction curves for the reinforced concrete section, but how do I account for the CFRP? Obviously it won't add any axial capacity...
I have a bridge over a railroad that has limited underclearance, so I'm trying to minimize the structure depth under the road as much as possible. One thought was to use a truss to move the primary structure up above the road. But my truss is roughly square (the width is close to the span)...
For simple span bridges, the state DOT that I'm working for requires in their standard specifications that the deck concrete be placed from the expansion end of the bridge toward the fixed end. Can anyone think of why this may be? I know the reasons for deck sequencing in continuous multi-span...
I agree with you on that. I did not write the spec, but I'm the one handling the RFI. It is what it is...
On a happier note, I did find that Colorado DOT specifies a load of 96 plf applied 1'-6" from the bottom of fence for this exact scenario. It's not exactly an industry-accepted source, but...
I can see how a continuous serpentine bar like the one shown could be hard to bend, but why not just make them individual stirrups? A single U-shape with horizontal bends at both ends. Then just lap the horizontal legs. That shape is super common and easy to make. Installation would be no harder...
I agree with this. Water's going to get back there no matter what you do. The only question is how easily it can get out, and sill gasket isn't going to help that at all.
Are there any references that might give guidance on how to design roadside features to withstand the force of snow thrown up by a passing plow? I have a decorative fence being attached to a bridge parapet, and one of the requirements we included in the spec is that the contractor has to design...
You're definitely right about that. The forms have to be water-tight due to how thin and flowable UHPC is. Typically the contractor has to build a mock-up of his form plan to make sure it's tight ahead of time. At $3,000 per yard (installed) you don't want to be leaking any material.
I wonder why W's and channels are "preferred" in a different grade from the rest of the rolled shapes. It looks like A992 is really just A572 Gr. 50 with some special requirements.
I'm in the process of designing a UHPC beam end repair which requires welding shear studs to the existing beam web and then encasing the beam end in UHPC to create a new load path for the compression in the deteriorated web. If you're unfamiliar, here's a cool little video explaining the...
I find myself disagreeing with our geotechnical engineer's report, but I'd like to get some feedback from others before I bring it up with them. In their report, they give the resistance factors for sliding of abutments as 0.8 and cite Table 10.5.5.2.2-1. They also give the resistance factor for...
I'm not sure I follow. Corrosion is a massive issue with reinforced concrete. So much so that many DOTs in salt regions are going to 100% galvanized rebar in all parts of their bridges. Galvanizing anchors is hardly unprecedented or even unusual. I would do exactly what dik said; fabricate the...
Maybe I'm missing something, but why not just make it two simple spans and eliminate the need for bottom chord bracing altogether? The max moments and deflections will increase somewhat, but maybe your existing design can handle it.
