I would still use a tab welded to the beam web/flange. This would be easier to assemble in the field, and it would give some adjustment to locate the brace at both ends.
If you were wanting the groove weld to be a CJP, the weld will require overhead welding. Using a tab would likely not need...
Probably 5/8" bolt with the standard edge distance. 3/4" bolt standard edge distance is 1". You can go less, but you need to check it more closely.
The 3/4" bolt head or washer might be getting into the fillet of the W8x10. I remember seeing where overlapping the fillet a small amount is ok...
The Apollo missions flew on 5psi-absolute pure oxygen. Apollo 1 ground test was done with 5psi-guage pure oxygen (5psi above atmosphere). All future ground tests was done with 5psi-gaage air.
ASCE only considers live loads on the roof that are not occupancy related to be a roof live load. This is clearer in 7-16, but it is in 7-10 & 7-05. And ASCE's minimum live loads on a roof that are not occupancy related are 20psf or less. If you have a live load on the roof greater than 20psf...
Might help to know where the code fails and what the vba error message says.
I don't know the ETABS api, but a few things I noticed:
-myHelper dim type is different to the set object. It could be fine, but its not how Microsoft does their api.
-mySapModel similar as myHelper.
-If you have...
For chapter 28 part 1, the wind pressures are perpendicular to the surface. The only case where it is not is the minimum wind pressure. Then it is 16psf to the wall and 8psf to the vertical projection of the roof.
1) From the commentary figure this would be a single filler. But, as sketched, you wouldn't need the fillers. Fillers should only be needed on one of the segments.
2) I'm sure the slot would need to be in the splice plate to need the higher Ω. You could still use the 2.14 to be conservative.
Probably water tightening from the garage to the wood. Someone could wash a car in the garage, and want to protect the wood from spray.
Could also have been a carport sometime in the past, and used the metal panel as soffit material.
The discussion for table 10-10, which uses the conventional connection, gives a reason for the 2*bolt diameter: "Edge distance, leh, is provided as 2 times the diameter of the bolt, to match tested connections."
If you wanted to use less than 2 bolt diameters, you will need to use the extended...
ASCE 7-22 30.7 clarifies this a bit. Cladding only needs their adjacent GCp value (top surface to roof, bottom surface to wall). Components that support both surfaces would need the combined GCp. I would use a similar approach to the internal pressure as the parapets. The internal pressure...
You didn't get the right edge coefficients.
2E is -1.07 for both case A & B
3E is -0.69 for case A and -0.53 for case B
The roof is like a wing. You'll see uplift while the wind flows over it. The zone 2 & 2E stops getting uplift at about 28 degrees.
Multiply the net by sin(20) if you...
The Steel Deck Institute has "Diaphragm Design Manual". You can get the third edition for free from them under archived publications.
The Metal Construction Association has "A Primer on Diaphragm Design".
For a 55' tall, I would start at W18. I designed a rock climbing gym a couple years ago and used W21 for 60' columns.
You are getting to the limit of most steel mills for length. You can check with the fabricator what they can do for a range of sizes, or you may consider adding column splices.
The building would most likely have been design for the doors to be closed at design wind speeds. Designing this partition wall to the same wind speed would overly conservative. If you want to go above the code minimum of 5psf, I would pick a wind speed that the doors can stay open for. You...
I was thinking that the curtain wall angle could screw or blind bolt. After looking at sections from Kawneer, your manufacture will likely want to through bolt.
Now your tube looks farther away than these, so you'll need to use a filler piece. That could be a short section of tube or other...
