Recent content by StructTaco

Thanks everyone for the helpful posts. MikeTheEngineer: I apologize for double posting, I wanted to reach the structural engineers in this forum for the structural aspects/views, and the mechanical engineers in the ventilation forum for the heat/temperature aspects/view. Can I expect all...

Chicopee: Unfortunately not that green/LEED certified. They generators will only be used temporarily while power lines are brought in, then they will become back-up only. fegenbush: I downloaded the ASME document you mentioned, this has been very helpful, thanks. It addresses all the...

I am designing an exhaust stack for a diesel engine/generator. The stack is 55' tall, and has exhaust temperatures around 650 degrees. I am doing the structural design. The SMACNA GSSC Design Guide limits the design to 300 degrees. Is 650 degrees a problem? How do I account for the...

I am designing an exhaust stack for a diesel engine/generator. The stack is 55' tall, and has exhaust temperatures around 650 degrees. I am doing the structural design, but I thought I should research the temperature implications. The SMACNA GSSC Design Guide limits the design to 300 degrees...

I'm trying to analyze some sensitive equipment to be supported on the roof of an old building. There is nearby mechanical equipment that we will support on vibration isolators. How do I know how much vibration will still be imparted into the building from the mechanical equipment? How do I...

I am following that example, but the problem is that the angle sizes for the OWSJ are not known, and the manufacturer just wants loads for the joists, they won't tell you the exact size of the chords. How do I detail connections, and check for dynamic loads without knowing the actual chord...

Anyone versed in blast design for military projects? I am looking for guidance in checking an OWSJ. The joist manufacturers don't give you top and bottom chord sizes, but I need them to check the joist for inelastic rotations and dynamic load carrying capacities. Thanks for any help

thanks everyone, much appreciated

OK, but if I have a 2nd story wall with 665 plf of shear, the plate is required to be 3x because it exceeds the upper limit of the exception in 2305.3.11, and because I am using 10d @ 3"o.c. which also requires 3x??? Sorry, the light bulb is not quite on yet, flickering, but not bright yet...

so what's the consensus? The way I read the code, all edges of plywood for shear over 350 plf in SDC=D should be 3x, which means that if the plywood stops at the sill plate, 1st or 2nd story, then the sill must be 3x.

Thanks Mike, is there a code section that says foundation sill plates only, it only says 'sill' in the code...?

The drilling results were that the soil had some cobbles for the first 10 feet, then the last 10 feet had silty sandstone with poor cementation. Blow counts were in the 50 to 70 range per foot. I've only seen discussions of skin friction and end bearing in the FHWA pile design manual, I'm...

I have a two story shear wall in seismic category D per the 2006 IBC. It has 665 plf of shear. Per Table 2306.4.1, I can use the 3/8" struct-1 sheathing with 15/32" values per footnote d. Footnote i is also referenced and states that 3x sills are required for shears over 350 plf, and refers...

that's what I thought too, but wanted to check with some other geotech's...

I have a building design I'm working on, I'm asking the geotechnical engineer for soil design parameters and he is giving me the same end bearing numbers as he is for shallow footings: Structural Loads Axial Load (D+L+EQ)=100 kips Moments (D+L+EQ)=25 ft kips Shear (D+L+EQ)=15 kips Preliminary...