Who's responsibility is it to brace the structural steel beams against the reaction from the cold-formed steel non-load bearing wall framing? The EOR or the Specialty Engineer? I'm 99% certain it's the EOR's responsibility to make sure the metal studs can attach to the structural steel and not...
I agree MillR. Overhang loads are not the correct value to use here. While it would certainly be conservative, the loads are too high. My canopy is quite large as well. To apply a pressure related to edge vortices over the entire surface would be a huge cost.
Huaxingxing - I have no idea what you're trying to say. Page 72 varies depending upon which code and which code version you have. My ASCE 7-05 page 72 is a table. Additionally, it is unconservative to design cladding using MWFRS loads. However, for some reason, you mention a column? Your...
HOKIE66 - Yes, that's a fundamental given. However, my calculations are being reviewed and a lot of reviewing engineers don't deal in reality ;-). They want to see a code reference. I appreciate the information.
BCNG - Very helpful. Thanks.
I am a little confused by the detail. If the studs are back-to-back, what are you welding the angle to? Shouldn't you move it to the left and weld it to the web? I can't think of a reason to fast the studs face to face. Maybe you're just not showing the track closure?
Can anyone help me out and tell me where I might find information on the component and cladding wind load on canopies? Specifically, I have a canopy with a cold-formed steel framed soffit and a structural steel framed roof with metal decking. I have designed the structure assuming an open...
I'm designing a soldier pile wall retaining earth adjacent to water. The H-piles are 50-feet long. There is 20-feet of exposed H-pile above low water. The mudline is just below low water. The H-pile is driven through the mud and into overburden below. I'm confident of the H-pile design, depth of...
This is totally acceptable. Like others have said, you'll need a special connector to handle the uplift. Bearing won't be a problem on the masonry. As far as shear transfer goes, you should be blocking between the truss ends to transfer the lateral force from the sheathing into the masonry. The...
Except that a basement isn't accessible so you don't need to provide accessible exits. The first floor of this building is readily accessible. So, I think that means I need two accessible exits?
The stair is a winder stair that does meet NFPA requirements. However, I just noticed that IBC 1009.3.1 does not allow them for a means of egress. NFPA does allow them with some dimensional requirements.
Sorry if I double posted this.
I have a mezzanine with an at-grade exit as well as a curved open stair to the floor below. The floor below is also at grade and it has two exits that are too close to one another to meet remoteness requirements. Can I use my exit off my mezzanine as my second...
I have a restaurant with a mezzanine. The mezzanine has an at-grade exit off of the back of the building and an interior open curving stair down to the first floor. The first floor has two at-grade exits that are too close to be considered remote. Can I consider the exit off the mezzanine a...
Ideas for reducing heat of hydration:
1) Use ice for some of the water in the mix design.
2) Reduce the cement content by as much as possible.
3) Cool the coarse aggregate prior to mixing.
The first two are cheapest and easiest to do.
I use and have had great success with MathCad. I don't like it's interface with AutoCAD and other programs. So, I use Adobe to take a snapshot pdf of whatever I need and paste it in MathCAD. RISA interfaces well with MathCAD. I also will leave blank space for hand sketches after printing. I do...
csd72, isn't that what rock-socketing is?
I'll update the forum after we meet in the coming weeks. I've talked to several geotechnical engineers. There all of the same opinion. "never seen it and skeptical".
To be Cont'd
