I have detailed a welded moment connection between steel column and beam flanges with backing bars. I have also shown for the backing bars to be removed and the welds to be back gouged and re-welded as necessary. However I'm thinking this is overkill as the project has been designed with R=3...
I was aware of different deformation patterns, but I had never heard of a performance difference between the two patterns shown (as in one is not intended for field bending). The material specification was met based on the mill certificate provided for the bar materials.
we have used the method of, essentially, displacing the potential snow drift by building up a void space before with success.
that said, i've brought up the sheathing of the kickers option to architects previously and they have been concerned about creating a concealed space that might need to...
I was on a site today where it was noted that rebar with two different deformation patterns were present. One set of bars has deformations perpendicular to the bar's long axis while the other bar's deformations are at a diagonal to the long axis. The contractor said that every time they...
All things being equal regarding fastener manufacturer preference etc, the questions are simple enough in my mind:
How many hours of design time will the annual fee cost me? How many hours of design time will the tool save me over a year? Can I build the cost of the software into a project...
Here are some photos from my site visit today. You can see in the first photo what appear to be streaks where the zinc galvanizing is no longer present. The streaks look consistent with the dripping leak that was fixed as well as the direction of the prevailing wind. All things considered...
I'm heading to the site next week and will try to post a photo of the condition.
Would any potential corrosion damage generally be visually apparent or are there underlying concerns that wouldn't be visually apparent?
Other than atmostpheric exposure to the elements, would there be concern of...
I'm a structural engineer who designed a galvanized structural steel tower (exterior) to support a storage tank a year ago for an industrial process client. They contacted me recently and said there had been a limited leak of 6% sulfuric acid from the tank equipment onto some of the galvanized...
Thank you for all comments. I don't think the rods connect to the floor because the attic floor framing is perpendicular to the truss span and there is no girder below (and parallel) to the truss.
I disagree that the "cuts" look fresher. I think if anything they may look slightly lighter...
The ends are pocketed into the exterior walls. There appears to be a slight bow at the walls to indicate an outward thrust. It appears to have been working like this for 100+ years. I would think if the chord had been cut it would have lead to some noticeable if not catastrophic failure. I'm...
Here is a view of the top chord where the "hanger" is connected to the left of the view.http://files.engineering.com/getfile.aspx?folder=6f9da7ed-ebad-48c3-9934-3833db6b55a3&file=DSCN1553.JPG
I'm working on a multi-story building that was constructed in the early 1900s. Exterior walls are stone. Interior framing is wood joists with steel girders and columns. The roof is gabled with several dormers. In the attic, I ran into this wood roof truss with a pipe "hanger" (see pic) which...
My opinion is that your K value is probably somewhere between 1.0 and 2.0, but likely much closer to 1.0. I agree a web stiffener at the column location is a good practice, as well as welding dowels/rebar to the top flange of the beam. Seems like a judgment call evaluating how much that K...
Thanks jdcollins, we are everywhere!
I did hear back from Kenneth Charles at SJI who informed me that H series never went past 30". He suspects a mislabeled joist designation as others did here as well. Thank you for all the feedback. It's nice to have the ability to reach out like this...
Yes, I have the 50 Year SJI book which says it covers 1928-1978. Seems like the information I'm seeking, if available, should be in this resource.
I will contact SJI regardless but if in the interest of time, someone might be kind enough to post the pertinent load table information for the...
I am trying to analyze the capacity of an existing joist within a building of which the original construction drawings are dated January 1974.
The framing plan indicates "36H13". When I go to my 50 Year Steel Joist Digest by SJI, I find "H" joists in the May 1971 load tables but they only go...
Thank you for the quick response. Indeed I am referring to a 1-way system.
The bent bar reinforcing is generally much less than the straight bar reinforcing. Are these systems then typically analyzed as simple spans with little regard for resisting negative moment at the supports? Is the...
Working on a renovation project in which the building is comprised of a cast-in-place concrete joist and beam system. The original construction documents provide the beam and joist sections and reinforcing bar information. My confusion is in the way the reinforcing bars are termed. They are...
