(A little tongue-in-cheek answer) -
There's an app for that! No, really, there is, its called "Vibration" from Diffraction Limited Design, LLC. But I would think of it more of an "I'm in a pinch" type solution over a more professional piece of equipment.
So an iPhone and a $5 app could be a...
The input has been great for this question, thank you everyone.
Hokie66 asked where I was located. Our design firm is in the States, but the project is in mid-Oaxaca Mexico, not the middle of nowhere, but a lot of options either. We've been given a limited list of what they have available...
BA, I think you are correct about doing my best to optimize the detail by placing the rod toward the inside flange. I will show this setup in my details.
Now I just need to decide where to place the eve strut to act both as my collector element for lateral forces and as support for the sag...
I've recently been looking into this same issue and found some guidance from a Canadian publication that seems to cover a lot of the great crane design questions.
"Crane-Supporting Steel Structures"
Design Guide, Second Edition
R.A. MacCrimmon
Canadian Institute of Steel Construction
I was...
BA,
Based on a report that offered photographs and numerical results of a full-scale test I am convinced of the bracing characteristics of a sag rod design for the wind-girts.
I'm pretty sure I found this information at Eng-Tips on another thread.
"Behavior and Design of Girts and Purlins...
I am designing an industrial building to house a process plant, the frame is clad with C10 wind girts which span 20' at each bay. I have decided to use sag rods in my design.
Based on my investigations here I have found several excellent discussions regarding the use of Sag Rods for providing...
Most of the suggestions here are very good, I would rank them in this order...
1. Chose another finish other than brick for the sides of the dormers. (Still keeping the face of the dormer in brick)
2. Go with the custom sloping steel brick angle with lagged to the dormer studs which are carried...
It may also be helpful to relate to the client the Return Period associated with a 2% in 50 year event (some USGS values provide 10% in 50, not 2% in 50). If one of those earthquakes occurred today, it is not expected to exceed that earthquake again for another 2500 years. Equation included...
That's interesting (25 psf) because the rest of the surrounding municipalities are usually designed for 30 psf, but there it is in black and white, can't argue with that.
From your description of the design it sounds like there will be three girder lines running the length of the building. One at each exterior wall and one centered under the newly constructed floor. It sounds as though piers will be used at both the interior and exterior girt lines. If this is...
That makes sense, thank you both.
CTW -
The crane capacity is assumed to be 25 metric tones, there may be another smaller 10 tone crane that can also be in the same bay at the same time, I am planning to design the system for maximum capacity of both cranes lifting at the same time. I do not...
I am beginning the structural steel design of a processing plant, I am looking to get approximate steel sizes to help me in determining my dead loads. The main process building is 100' wide and has a bridge crane running the full width and length of the building. My braced frames are at 20'...
Excellent, thanks for following up with the Table L2 comment. I had forgotten how much of the lag screw was a smooth shank and therefore required a longer actual length to provide the minimum threaded shaft length to meet the appropriate withdrawal value.
Hand rails connecting into wood are challenging to meet code. You may need creative detailing to take advantage of the material properties at hand.
According to NDS 2005
Specific gravity (G) of DFL is assumed as 0.50
From table 11.2A
1/2" lag gives...
W (withdrawal in pounds) = 378 lbs. /...
Here's how you can satisfy your question by use of the code.
AISC - Steel Construction Manual - Edition 13 (black book)
Turn to Appendix 6 just before the commentary section.
6.3.1a - Equation (A-6-5)
Lateral Bracing
Bracing shall be attached near the compression flange...
The required brace...
This project will need remedial work.
There is insufficient lateral capacity in the columns, at the column to roof connection. If indeed this is a pole framing configuration or the post sits on top of the foundation I believe the remedial work would be similar if not exactly the same.
Without...
These are good pictures to show the connection, but the rest of the story is important as well. This looks to be a roof structure of some kind. Is it free standing (rephrasing MMC's question about it being a pole structure)? Is it connected back to a more ridged structure like a home or...
This comment won't help much with the framing, but please be aware that when some rated wood walls are fire rated, the load used during the test could have been below the allowable load of the wall. Meaning, when the rated wall assembly was tested, it could have been loaded to a certain amount...
The good news, even if the detail had been done "properly" as suggested above, the column would still not have taken lateral load of any consequence unless the base of the 6x6 is fixed against rotation. It is rare to get a true moment connection in wood design. Likely the base and top of the...
