I realize that this issue has been discussed at length and there are many threads on the subject. I skimmed some of the threads but did not read all of them.
Has there been a discussion of what is the liability of the SE is in the case?
“We had no idea the building was in imminent danger,”...
Thank you all for your comments. I think maybe I am changing my mind. Especially for the smaller projects.
Several things are making me re-think my position:
Most people are looking at drawings on tablets or screens now. So re-issuing a complete set makes sense so that the latest complete set...
I have been reading some older posts on here. I wanted to see what the new consensus is.
I am old school and I guess my way of tracking revisions is by sheet.
As it is explained to me:
By sheet means that only the sheet that is revised gets a raised rev level. Some guys in the office don't...
I am trying to reverse engineer A tank foundation (mat on drilled piers) I have a soils report that states Av=0.14 and Aa=0.13. I am trying to determine the base shear that was used for the original design.
SandwichEngine, thank you for the information.
I do not have a copy of D1.8, but will order one.
Does the shop have to be "AISC Certified"? Or what constitutes an Approved Fabricator?
I am splicing 2'-0" onto the bottom of a 20' tall HSS 12x12x5/8 column. Bottom is idealized pin and top is a moment connection.
Our plan is to use a CJP weld to splice the column.
Application is moderate seismic.
Is any NDT required on the weld?
Ive been reading AISC and AWS, and i can't...
There is also a newer version of this book but the table of contents is different. Do you know if the same procedure is covered in the newer version?
Maybe I have to buy them both! :)
What are your thoughts on adding another gusset in the beam web on the other sides of the bolts?
Does that eliminate the prying force in the flange and the bolts?
Yes, I understand it does not change the load or the bending stress in the beam. I will check web crippling, yielding, etc.
The loads on the connection require a 1 1/8" beam flange to resist the prying.
If I include the prying force in the bolt design, the 1 1/4" bolts are overloaded by a...
I don't think a thicker cap plate resolves the issue for the thin beam flange.
I think that gussets on either side of the bolts or welding a doubler plate to the underside of the flange may resolve the prying force, but I can't find a reference that confirms that.
I am evaluating this connection and it has significant prying. The detail shows thick washers on the top side of the flange.
based on my understanding of prying, I don't see how this eliminates prying. If it does, how do you determine the thickness?
Does anyone have any experience with using...
Has anyone used a side-lap connection for a roof truss to a wall stud? Truss span is 40 feet.
I have a building that is CFS bearing walls. The ones I have done in the past had regular gable roof trusses. So we just set the trusses at 24" OC on top of the wall. We placed an extra stud under...
I'm trying to think of a situation where you would have plain concrete that was not cast against the ground. So the term "soil" seems specific.
AND, if I reduce it by 2" then it does not prove out :)
ACI-318-19 Section 14.5.1.7 states that h shall be taken as 2" less for concrete cast against "soil". Does anyone know if that means that if the concrete is cast against a compacted gravel base, you don't need to reduce by 2"?
AISI S400-15 Section E1.4.2.1(b) states "The nominal strength for shear, Vn, is based upon a screw spacing of not less than 4" o.c."
Does that mean that you cannot use the values for 3" and 2" spacing in Table E1.3-1?
I have seen details for control joints in flat slabs that have greased dowels or diamond dowels. I have seen notes to cut every other strand of WWF, cut every other bar, or stop the re-bars 2" short of the joint.
I have also heard other engineers stating that that is not required and that you...
