Recent content by anchorengineer

All, Thanks for your input. As I drew the detail in ACAD i realized that the attaching beam almost fits completely on the WT. I will used long legged angles to connect to the web of the WT and fill in any gaps above with a plate to cross the high stress locations. I also added the stiffener...

Hi All, I'm looking for a relatively clean way to connect a wide flange beam to an existing beam reinforced with a WT section at the bottom. The extra challenge is that the connecting beam is lower than the the reinforced beam. Please take a look at the attached sketch. I hate to cope too much...

Thanks again @bridgebuster!

Thanks @bridgebuster. It looks like a flat headed rivet was not necessarily a mistake.

Hi, I've not come across this before but understanding early 1900's steel construction is constantly presenting something new/old to me. I've googled and found "flat head" rivets but I've only come across them for the first time on a rehab project. They are not in critical connections but I'm...

Thanks for all of the replies! -The existing cantilever beam is (3) 18" LVL's. The cantilever is 8ft with a 10ft tributary width. The inboard length of the beam is 24ft and extends to in interior wall. this beam has a detail for connecting all three layers making it composite. The deterioration...

This is a rehab of an existing multifamily structure and there is no existing thermal break.

We have a project where the existing 8ft cantilevered triple LVL beams for a balcony have deteriorated. These are main beams and the balcony joists are perpendicular to these. We want to cut the main beams at the face of the building and install flitch plates to replace their strength. We will...

We typically use the the weaker of the section modulus for minor axis bending of a channel (Syy -X vs Syy +X), but is that overly conservative? Can someone point me to a good reference to back this up? Thanks!

Thank you Enable! I agree. There is obviously "some" capacity left but the cost of quantifying that capacity would outweigh the cost to install a properly designed concrete foundation.

I'm being asked to give a capacity of an 1860's granite stone wall. Assuming that I have them repoint the wall with a lime mortar trying to match the original (assuming it needs it), is there any direction on calculating its capacity? They are looking to make some additions. I would assume that...

Thanks for the replies. I saw the excerpt for the DIP support but was hoping for something referencing PVC. With that said, I agree that the engineering principles are the same and it is irrelevant that it's DIP. @JedClampett - I don't know. I've met some dull GC's ;o)

I've designed large diameter structural pipe supports in the past but have always provided either a curved hanger or a contoured saddle. I have a new contractor saying that he does not want to use a saddle or rollers. The pipe diameters range up to 24" and are PVC Sch 80. Before I speak with him...

I just heard back from RISA tech support. RISA cannot model cold form steel walls the way it can wood framed walls. The good news is that it's in the works. :o)If anyone knows another program please let me know. As for now it's time to roll up my sleeves!

I found a great video on youtube for modeling a wood frame building in RISA but not cold form steel. Any suggestions for examples?