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phamENG - Welcome to Tahoe, CA! Client was not happy when we previously told him he needs to be removing cornices like this at least once a season to prevent damage or injury/death. these are particularly large due to the heavy winter we got this year, but either way, some due diligence is...

@Rabbit12 - yes the large eave snow load is being removed and the beam temporarily shored. @jayrod12 - yeah I suppose the tapper could remain. no sense making things more difficult. @KootK - The column connection detail does have stiffeners but the WT section left over as a result of cutting...

@canwesteng - yeah that my initial thought, but the web is tapered from the end back to roughly the buckling locations. Perhaps cutting out the tapered portion of the web and replacing that with a full depth plate at the same time as the new bottom flange plate.

See attached photo for reference. Basically, this W10x12 outrigger had its bottom flange removed for aesthetic purposes without coordination of the structural team. While the original beam was well designed for conservative eave snow loads, particularly heavy cornices have developed at the...

I have my first official client from hell. No need to go into details of it, but this simple $5k seismic retrofit project has been drug out by the client for months. She is EXTREMELY hard to work with, requesting multiple (unnecessary) changes, extremely late on payments, refusal to pay for...

Yes, I was overlooking it! Thanks!

Yes, Im in agree with your interpretation, but where exactly are the detailing requirements for a Special or Ordinary Cantilevered Column system?? ASCE7 Table 12.2-1 kicks me to Section 14.1 which then kicks me to AISC 341, but I cant seem to find anything there. Am I overlooking it or in the...

jdgengineer, that is a great reference, thanks for the info. We use A$ in this office as we typically don't know (or don't get) 2nd floor wall layouts required for the FEMA analysis. What the the deal with the wording in section A6.3 regarding a cantilevered column system meeting the detailing...

RMassoudi, thanks for the reply. That seems like a potential solution, I will have to give some thought to how to account for different types of sheathing above and below the joists (existing board sheathing above, new ply below). SF is pretty strict on what you can use for allowable values (if...

I live in SF CA and I'm currently involved in a number of seismic retrofit jobs. These jobs are all wood framed residential units 3 to 4 stories over mostly open garage spaces. Basically your classic soft story type structure. Almost all of them are rectangular in shape aprox 25'X75' Often these...

I have a residential seismic retrofit where the board sheathing is covered with asbestos paper and then topped with galv. metal sheeting. Does anyone know if new plywood can be installed over the board sheathing and if so, what kinds of values we get??

Great input everyone, it has really helped to clear things up for me. Ultimately Im creating a spread spreadsheet for work, that will run this scenario. I live in San Francisco and see a lot of remodels and additions to the old Victorian structures. We are often sistering members onto...

BA, What type of connection would allow the members to behave as a true composite section rather than individually? You mentioned nailing would not. Why? thanks

Thanks all, appreciated.

Thanks Mike, that reduces down to exactly the ratio I was looking for.

I have a built up beam and Im interested in calculating deflection under uniform loading conditions. I have applied geometric principles to determine the compound moment of inertia, I, but I'm stumped on what modulus of elasticity, E, to use. I realize that the stiffer side members will absorb...

Hi all, Im designing a shoring system for a contractor who is cutting floor joists for the work he is doing. There are shoring jacks supporting a second story load (with sleepers to distribute load) which rest just inboard of where he will be making his cut. As a result, I had intended to put...

how exactly do I find the point of zero shear in the first place though? It seems that I would need support conditions in order to do this??

dcarr82775, thank you for your input. The the rigid cantilever support concept was exactly what I was looking for! Cheers

This is a cross post. Not sure if thats frowned upon, but I know you structural folks will have good input: Happy New Years Eave everyone. I have a question that I know is relatively basic, but I cant seem to wrap my head around. At the most basic level of my design, I have a pile that will...