Appreciate the replies all. I think I need to sharpen the pencil and get the loads down. Off to ASCE wind equations I go. The total load was 2k so it's 1k per side and I can get that down if I don't use the simplified method and tables with my conservative rounding. Then I'll share the load...
Couldn't agree more. I get tons of residences with crazy amounts of glass and my fee is never enough to justify a complex analysis that would require special detailing.
Not quite sure I follow how the load gets resolved looking at the wall segment as a beam. Also, the load comes in at the top plate
3 sided open front could maybe work. The other sides are a vaulted hip roof so diaphragm discontinuity comes into play.
A plate connecting the headers to the column could work. They would need to fur the wall out though.
I have a 16' tall window wall where I initially specified 24" Simpson Strong-walls on each end. The wall widths were changed to ~12" in the field and the contractor installed this instead. See attached photo.
Installed is a (3) 11 7/8" LVL column on each side (other side not pictured) with...
I am glad this thread is being discussed. I deal with this exact situation all the time - walls full of windows with no obvious LFRS option.
My process is:
1. I first try to use IRC or IBC prescriptive requirements where I can. Often the structure doesn't comply.
2. I try shear walls where they...
@gte447f Thanks for your insight. I absolutely agree with you that the contractors aren't used to my preferred detail on the walk out side. However, they do my detail on the other three sides so they definitely know how to do it. Given all the advantages to isolating the slab I am inclined to...
@Dik What do you mean? I'm inquiring about a turned-down slab vs sub walls.
@TRAK.Structural It is two pours but why wouldn't you have dowels connecting the two pours? Otherwise, there could be differential settlement. All the footings should be connected.
For a walk out basement in a climate where the frost line is only 12", how do you all normally detail the foundations? I prefer to have footings and walls on all four sides of the house, including the walk out side. This allows me to completely isolate the slab on grade which is the best way to...
My client was the arch for the design phase and now the owner for CA. The goal is to get them able to move into a safe house in a reasonable time period. I agree with you about field welding. I almost never allow field welding, especially in residential. There's a whole slew of requirements...
That actually is one of the better welds done on this job believe it or not! It's a total mess out there. Contractor is getting sued. I didn't want to distract away from my main concern of direct welding a column to the beam bottom flange, which they did at 20+ locations.
The welds are indeed a mess and have been called out.
Can you elaborate on the change in load path? A cap plate larger than the column really just facilitates the installation of the bolts into the beam flange. The web of the beam then bears on the center of the plate and the plate distributes...
I have a residential project where the contractor and steel fabricator ignored my details requiring a column cap plate bolted to the bottom flange of the beam - the standard detail you always see. Instead, they field welded the column directly to the beam's bottom flange.
So, I have two...
There is definitely a hinge where the beam bears on the column. However, if a deck was built with a real diaphragm (not trex) and has the tension tie backs to the house, then the top of the beam should not rotate. The bottom of the beam can still rotate from wind load on the post, but, the...
I would need to check the NDS to see if they have any guidance on the bracing loads. I'm sure they do. Off the top of my head I would say on the order of 1% of the axial load which is the AISC requirement for column point bracing.
I vote strong + weak as well. The stud on the left would need a shear flow calc for the nail pattern to be considered braced in the weak axis. Similar to how a double top plate cannot be considered a 3" deep member in bending. Looks like you have enough nails to make it work though.
Thanks for the replies all. I do agree that drawing each individual joist does make the intent of the joist framing more obvious. However, I don't do it for two reasons:
1. It takes too much time
2. It makes the plan too crowded and distracts from all the other important information I put on...
So for those that require SSI on their drawings, what do you do when the contractor ignores it? Around my area, the AHJ will inspect and barely even look at the plans. Let alone enforce a note buried in the general notes sheet.
How do you all show joists for residential projects? I gained the majority of my experience in CT and NY and around there everyone shows the joists as harpoons. I am now practicing in GA and I am seeing most "architectural designers" (ie: unlicensed architects playing architect)drawing each...
I do roofs like these all the time and around here most things are stick built when an Arch and Eng are on the project. I tie the roof and use ridge boards where I can but anywhere that the tie breaks, I design a ridge beam. Also, I always design hips and valleys as structural beams supported on...
