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Yes thanks I will look into A1085. For the calculations, does the true size need to include the tolerance or not. This is the question. If per A1085 the tolerance goes away. I think I can use the full 1/8. The material is Stainless Steel. I will see if the new A1085 applies! Thanks.

In your example would the effective size of the weld be: 1. Design Wall thickness minus 1/8" OR 2. HSS Wall Thickness minus 1/8" (Same question) Thx!

I agree no weld size, I believe gap size is determined based upon method (So no need to specify if there is no reason). If I don't indicate a CJP, that would mean no backer bar. However, I still need to calculate the effective weld size, for determining weld capacity, since I did not indicate...

Hi! Simple question: When designing a square groove butt weld at the end of an HSS; Do I determine the effective Weld size as HSS Design Thickness (0.116”) – 1/32” Or should it be 1/8”-1/32”. The HSS is a 2x1x1/8 Thx

The demands are small..but large enough to be just greater than the capacity of plain concrete. In this case the connection is at the top of the wall..I saw that thread, it is somewhat similar, but there is no clamping force.

Has anybody got a photo of this type of failure mode?

Oh and yes the load cannot be handled by unreinforced concrete alone (I check that first)

Thanks! This is what I typically assume as well. In this case, I can't provide a edge bar and hook the bars around it. (This is often how I get around this calculation) However, in this case the load is applied to the end via a direct rebar connection, so all is good, but to verify my results...

I always require rotational restraint even for temporary works. I find a way

If I have a concentrated moment applied to the end of a cantilever slab and lets say the moment is applied as a horizontal shear to the concrete surface (both top and bottom). Lets assume the bars are fully developed in the back span of the slab. My question is: Is the moment capacity limited by...

Thanks everybody! I concluded it as 2 * A as well.

To Calculate the Cost to Demolish a Bridge has to be done, in parts. I.e. What is the trucking rates, disposal fees... etc.

Hi, I need a quick thought on this design approach. In the current AASHTO 8th Edition, the formula for calculating minimum transverse steel and for calculating member shear capacity due to transverse steel depends upon the value Av or Area of Transverse Steel. What is the appropriate value to...

For rebar development into the superstructure from the column is it correct include full length, or does the cover on the superstructure need to be neglected? For seismic analysis. Zone D Thanks!

Last time I checked M / E I has units of 1/Length. Not degrees or unit-less (slope) Yes, I left out the part where you have to multiply the hinge length by the rotation to get the hinge curvature. This would be added to M/EI

One question for HardbutMild, So in summary, you would calculate Curvature as M/EI for the column at points where no hinge has formed and where hinges have formed you would record the plastic curvature and add it to the elastic curvature for comparison purposes. So, since the hinge represents...

Thank you Hardbutmild, this is exactly what I was looking for. Ben

I.C. I will check out the moment-curvature values, I think your implying that one should be negative while the other one positive? If my assumption of double curvature is correct? In the longitudinal direction, there is frame action, so it is in double curvature. In the transverse direction...

Thanks for all the responses. I am coming from the other direction, because I am rating an existing bridge, therefore its capacity and hinging is not something I cannot control, rather something I need to consider. My bridge is a single pier/column bridge. Which I know many of you will say...oh...

At first glance, this looks correct to me. The Notch would reduce the member and connection capacity