Note that decking and metal roofing are two different things.
The OP stated "decking" but not sure if that's what it is or not.
Decking leaks and is not meant to be a water barrier system.
The beam connections to the column would have to be designed for both the vertical shear load as well as the horizontal tie load - which the original designer perhaps didn't do - instead separating the function of both entities to "do their own thing".
The vertical shear beam connections...
Agree with ANE91 except that I don't believe 7-16 "excluded" tornadic loads...they just hadn't been "invented" yet.
Under ASCE 7-16 you would use ICC 500 or perhaps FEMA 361 for guidance on tornado design should the owner request it.
I'm thinking you need to rotate the columns at that cantilever end because it's a two-story building and your column extends up above and you want to use a moment connection through the column to achieve the cantilever, correct?
I'd be inclined to terminate the column (keeping the orientation...
Agree but the need for temporary shoring highly depends on the extent, and position, of the spalling/repair on the structural members.
Don't just add the high cost of shoring if you don't need to.
I'm late to the party here but the photo that XR250 just posted is exactly what I wondered about -
As a stiff connector plate is pulled away from the tube face, the "force follows stiffness" effect is immediate - the center portion of the tube wall is not stiff at all perpendicular to its...
Doesn't look like the house vertical loads are taken anywhere to an adequate footing.
The retaining wall (6" thick with rebar in the center of the wall) looks inadequate.
Rain will penetrate the pavers at the top of the wall, get between the walls, and seep into the basement.
Any rotation in...
All 2x6's have some bow to them so your calculations might show they work in compression as "straight" members but if they have a bow - second order effects may change their capacity significantly.
Using LVL's where they can get wet in a rainstorm also is cause for concern.
A small steel...
There have been projects where I walk in under a completed deck and see stars of light everywhere....i.e. burn-through welds.
That said we also typically spec welds/screws/PDF's as options - ensuring that the required diaphragm stiffness and strength is equivalent.
The ASCE 7 was originally based on the ANSI A58.1.
Here's the abstract for ASCE 7:
I have an old ANSI A58.1-72 in my storage boxes somewhere - Not sure what the original issue of it was but generally before ASCE 7 started getting "serious" the UBC, SBC and BOCA codes all simply incorporated...
Hot spot in Santo Domingo full of people and the roof suddenly comes down.
Story here: https://nypost.com/2025/04/08/world-news/at-least-13-dead-when-roof-collapses-at-popular-dominican-republic-nightclub/
Quick Instagram video of the collapse here:
ICF vs. CIP differences?
To me they are structurally the same thing - reinforced concrete walls. The insulation is just a stay-in-place form.
In many cases a small (48" wide) opening like that can successfully arch if you have enough concrete wall above the opening and on each side.
You can also extend horizontal panels of insulation board out from the bottom of the exterior footing some distance – say three or 4 feet. This is common practice when trying to insulate the perimeter, shallow footings against Frost heave. The idea is that the built-up heat under the house slab...
Public welfare and safety.
A facade can certainly blow off in a storm and crush the little innocent peoples below.
You know it doesn't meet code (at least I assume you do).
Only other option would be to satisfy GC#2 with a letter outlining ONLY what they did.
Then add a second letter...
