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Thanks. My boss is going to add notes to our plans to make it more clearer on the drawings.

Kootk, So saying "Attach steel deck to steel beam per general notes is not sufficient" in your opinion. What about the buildings that are already built (4-5 years old)? We did not get such an RFI before. It started happening in the last 6-7 months.

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The joists bear on the exterior walls like the beam. The joists and beam are parallel to each other. The detail shows steel deck sitting on the top of steel joists and steel beam. The regular spacing between the joists is 6'-0". The beam also acts as a joist. The beam is in between the two...

We have prototypical steel buildings that has steel joists at 6'-0" o.c. We have an interior brace frame that lies in between two joists. In our details, we have that shows the location with both the steel beam and steel joists. We specifically say that the steel deck to attach steel deck per...

We are designing a residential building in a heavy snow area. The maximum load on the roof (snow+drift+dead) is about 150 psf. Per the IBC, tables 2304.7(3) and 2304.7(4) the maximum load I see is 100 psf (table 2304.7(3)) for 3/4" sheathing. Is plywood not possible for the loads? I am...

I am helping in the design of a three story wood building. We have a wood stair at the exterior wall at one end. I am trying to understand the detailing aspect of the stairs in terms of the top plate height. Generally, we show a top plate height at the mid landing and then the top plate height...

Thanks for clearing my doubt. I am bit confused due to welds that are on the shops at another location for a similar condition. The plate this time is 1" plate. The shop drawings shows a fillet weld along the length/height of the column. The plate is wider than the column. I understand that it...

The required weld size was 3/16". The base metal tube wall does not become over-stressed with actual loads.

Sorry forgot the attachmenthttp://files.engineering.com/getfile.aspx?folder=4794c700-676a-45d3-a7ee-4f08dd41b0c8&file=Column_Weld.PDF

Attached is the sketch. If the welds are indeed oversized what are the remedial measures?

The plate is attached parallel to the web of the tube. Isn't this a lap joint? Or since the "edge" is of the 3/4" material and face is of the tube wall, the edge of the 3/4" plate governs?

The project has already been built for about a year.

We have two situations on project where a 3/4" plate is welded to a tube section on its face. The welds are oversized (more than our calculations). For example, at 3/8" tube wall has a 3/8" weld on its face and a 5/16" tube wall also has 3/8" weld on its face. This is against the code I...

It seems the change is very recent. We have the old document from the city that shows the 40 psf ground. We will design the new building for 40 psf roof. We will keep the old design document from the city for our records.

Ground psf was 40 originally (we used roof snow of 32 psf using code equations) and now roof snow psf is 40. It is approximately an 8 psf increase.

We do a very few buildings in Arizona. We had done a building in 2013 and we had contacted the city and confirmed the ground snow load to be 40 psf. We have the pdf design criteria from the city that shows the ground snow to be 40 psf. We are doing a new job in the city and we downloaded the...

Ztengguy, I read through the various post and I believe there is eccentricity. The eccentricity I assumed was half the bearing length of the girder. I have reduced the live loads. The building is a non seismic 90 mph wind zone. It was built in 2009. The concrete and studs are fine, I am more...

The actual studs attached to the embed are fine in shear,tension and interaction. However, the embed itself is relatively thin. I need it to be 3/4" thick it is 1/2" thick. If I ignore the tension, the plate is fine.

I changed the edge distance to 4". I designed both the connection for both shear and tension