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With a lateral load acting perpendicular to the roof ridge your horizontal diaphragm shear is maximum. Conveniently at the same time the diaphragm is discontinuous. What are people normally specifying to get the load trough this joint?

All your input is appreciated and falls along my current line of thinking. I have a few types of preliminary models running some in RISA some in IES. The Vierendeel truss is not the only option. The client was surprised with some of the initial sizes so we are presenting a few other options...

I am brain storming on a new project. The architect is a moving target so the details are wide open. Essentially there is a 20' to 24' cantilevered vierendeel truss carrying residential deck (60psf LL) and a low roof (40psf LL). The dead load is conventional light frame and a significant portion...

Black box of mystery is dead on. I recently had a similar condition. Some people in my office told me I was crazy for the reinforcing I came up with, even though it was nominal. I designed the structure as vertical cantilever beam. At the end of the day I supervised a fair amount of the...

Can you install 2 beams that are independent of one another. Make the stiif one carry all the exisitng brick and a second to handle the new load with your normal deflection criteria.

How about using the APA perforated shearwall method.

I went to a Wood Frame Council Seminar recently the link below was given out. http://www.awc.org/calculators/connections/ccstyle.asp http://www.awc.org/calculators/connections/ccstyle.asp

The situation is this... I am trying to make the correlation between UL rated stud walls with 2 layers of 5/8” gypsum on each side, constituting a 2hr rating. We are trying to apply this reasoning to a wood column located inside a non-rated wall. If we wrap the column in 2 layers of 5/8” gypsum...

I am looking for any information relating to a 2hr fire rating assembly around a engineered wood column. Thanks in advance

There are some interesting comments in each one of your responses. If I cut and paste portions of each I come to the following conclusion… “I think it's because it takes a lot of experience with different types of materials and details to get a good understanding of the nuances of structural...

I agree somewhat. But there are tremendous nuances, details and in depth understanding that go into all engineering disciplines. I feel as though there is a deeper issue at hand. Is there a disconnect form the theoretical community and the practicing engineer? How can someone go to school...

I and another co-worker who are not licensed have been following the multiple threads regarding PE exam results. Our question to the Structural Engineering community is simple: why are the passing rates so low as compared to other engineering disciplines? All comments, thoughts, rants, raves...

I believe there are NDS and APA publications that address this issue with precriptive guidelines.

I am looking for any information relating to horizontal loads imposed by heavy equipment (30 ton payloader). In brief, my situation is I need to design a retaining wall that also acts as a push wall for payloaders scooping trash. This is a trash transfer facility.

Excellent information, Thanks

We commonly wrap LVL ledgers with ice and water sheild prior to being bolted to existing masonry walls.

StructuralEIT, If I have a shearwall on the first floor that does not span from from one side of the foundation to the other, and the uplift loads are not that intense, I will run a threaded rod down thru a beam in the first floor framing to a deadman footing in the basement. Additionally I...

Does anyone have link to a technical resource for designing a “3-sided box” lateral system.

I like the statics 101 example. I too want to be simple. You have a mono sloped member with supports at each end. The only way a horizontal thrust is generated, from vertical loads, is if the support at the high end moves vertically down and the member rotates about the high end.

page 16 of design guide one states base plates for round or rectangular columns can be designed with the provisions developed for wide flange columns.