There are some detailing considerations. Flush beam vs. dropped beam. If flush, are you cutting through ceiling joists that act as a tension tie for the roof? Proper detailing for disturbed elements with flush beams can sometimes be hairy.
I almost always put new foundation supports under the...
I'd probably put a support out there. If nothing else it will help to firm it up during construction. Maybe you could use a steel angle (similar to a pour stop but more substantial).
This is similar to how I would handle a residential plan set from an arch/designer. Typically I would use a blank plan layout as a background on my own sheets and add all the structural info needed (framing sizes, notes, details, etc.) And yes, clearly define what my seal covers.
What will the connection look like where you change column sizes? Not sure what type of structure this is, but I've typically seen the column splices placed a few feet above the floor level.
If you think the out of plane shear in the beam/col shear connections is too much for that connection...
I do these from time to time. Most of the time they don't meet the requirements and I stand my ground about what needs fixing. If you are familiar enough with the guidelines, get paid in advance, and don't mind crawling around in a dirty space below the homes than it's fairly easy work.
I would think the ducting should have specific joints that can accommodate the expected movement across the bldg exp joint where the duct is perp to the bldg joint.
I would avoid having the supports straddle the exp joint like shown in the middle of your plan layout. Can you use and inverted...
I haven't used this version of ACI 350 before, but the first part of section 11.9.9.5 reads as this is only for shear reinforcement? Only in unusual circumstances have I used reinforcing for shear in concrete water bearing structures; the concrete thickness itself can be sized to handle the...
I've done data center work in the past. In my experience the client has always selected sites to avoid seismic detailing, mostly SDC A or B. Data centers can have extremely heavy floor loads due to the server racks and all the mechanical/electrical equipment. Especially with multi-story...
If they are prestressed I think you need to know the arrangement of the tendons. Maybe scan the panel with GPR if you can't get record drawings.
I've used the scheme with steel jambs/header like you mentioned before, but with conventionally reinforced concrete panels.
As @KootK mentioned, all of the shear has to be considered when checking the connection of the superstructure to the foundation elements (and for global sliding, overturning, etc.) Mass from the lower half of walls should be resisted at the base of the contributing wall though, not distributed...
Before telling them to tear it down and rebuild, you could require them to chip it back to sound material to see how much of the section is actually affected. Then you can make a determination on what to do.
I've spec'd the Metwood one before. Never saw the install, but no complaints since.
Don't they test them to get the approvals? This way you have actual performance data instead of just theoretical calculations.
Thanks for the lab reference.
Since you "deal with this stuff all the time" any safe bets for mortar composition that will be reasonably in line with what is likely there? I know that testing is the only way to know what the existing stuff is, but is there a general type/class of mortar these...
Yes, breaking it loose during construction is a risk
Have you had the testing done before? Wondering how costly it is and if there is another alternative that may be sufficient and cost effective.
The work is replacing damaged wood floor and wall framing
Mostly intact meaning there are some areas that are in tact, and some that aren't. The areas that aren't will be re-built with modern materials
Rubble stone is still permitted for new construction in the IRC. This being an existing...
Here is a flavor of what I'm contending with. In areas where the bearing is not continuous there will have to be some infill or partial rebuilding to re-support the framing.
At locations without perpendicular beams framing in, can you thicken a strip of the slab to develop bars? Or even just thicken the slab with a downward haunch to provide the physical bearing along the top of the wall like the typical scenario you described where the slab braces the wall.
What...
