Thanks for all the comments!
I fully disclosed my business before starting at the construction company. I had done a couple of designs that they did the construction on in the past and always kept in contact. I eventually got my engineering business stable enough that I felt like I could get...
We will be talking with our attorney for sure. Maybe I'm just ignorant to the whole thing, but it doesn't necessarily seem like a conflict of interest unless it's a hard bid job. If the chosen contractor is chosen based off of qualifications (i.e. negotiated work) and I'm not involved with that...
I own an engineering business (2 employees plus me) and also work for a Construction Company doing project management for small vertical construction projects ($2-$8M projects). I started the engineering company 3 years prior to starting work for the construction company. I wanted to broaden my...
No loads provided...in one instance the snow load assumed is 10psf light for the given area and snow load maps (I verified with prior snow load information).
Jed: I agree, some engineers do minimal amounts based on budgets...but this engineer has made a habit out of it.
Water under the bridge...
Okay. I was using flat wise bending with a simple span in the past. I just tried doing a multiple span with (4) spans and it works with lighter snow loads.
Thanks for the input
I have always specified the attached detail when I have an architect want trusses to span more than about 35ft and ground snow loads are greater than or equal to 25psf. I haven't ever been questioned on it until recently when a contractor was all up in arms (not surprising). When calculating the...
I like the idea of straight 80 psf. That way I won't have to worry about applying the 100 to only certain areas and going through a zillion load combinations. It's a small clinic so I think I would feel comfortable with the 80 instead of the 100 in the lobby and reception area. The floor will...
Great! Thank you all for the inputs. I think I will leave my design loads as is and then coordinate point loads of the chairs with the dentist and architect. It seams to be somewhat of a gray area with dental facilities (as it is with other health care facilities that are not classified as...
There isn't anything in the ASCE for design loads of a dental facility. I just picked up a job for one, 1st story is 2,600 sqft and is where everything takes place, 2nd story is for storage and mechanical and is only about 600 sqft. There are only (5) treatment/patient rooms on the first floor...
I have to design a 5ft free-standing concrete wall. It has to be able to withstand the impact force of a 26,000 lb loader. I'm guessing the loader won't ever be going much more than 5 mph on impact...if it impacts at all. The loader must scoop up "beauty bark" from the sawmill debarker outfeed...
dhengr: Thank you for the post. That was a good summary and exactly the points I'm looking at. The loads aren't huge by any means. Standard residential (or light commercial) but concrete walls with a foot print around 60x40ish. Loads from the wall due to wind or seismic in the 200-300 lb range...
The previous section to the above is:
ASCE7-10 - 12.11.2.2.1 Transfer of Anchorage Forces into Diaphragm Diaphragms shall be provided with continuous ties or struts between diaphragm chords to distribute these anchorage forces into the diaphragms. Diaphragm connections shall be positive...
woodman88:
ASCE7-10 - 12.11.2.2.3 & 12.14.7.5.2 Wood Diaphragms In wood diaphragms, the continuous ties shall be in addition to the diaphragm sheathing. Anchorage shall not be accomplished by use of toenails or nails subject to withdrawal nor shall wood ledgers or framing be used in cross-grain...
