I haven't read all the threads you've started - but what's your motivation behind doing a spreadsheet for something that plenty of commercial software are available?
Can you add a concrete wall on the corridor side of the stair with link beams running E-W over the doors? That should give you some additional stiffness in the X direction and perhaps help remove the moment frame on the south slab edge? Have you considered include the wall + return on the trash...
Take a look at ACI 318-14 and newer. They let you take 0.5Ig for everything for factored load analysis.
I have typically never had issues with seismic drifts unless I am in a high seismic area.
How tall is your building? What does your lateral system look like? Mind posting a plan view?
What are your firm's work-from-home/hybrid work policies?
1. How many days are you in-office vs WFH? Do you have core work hours within those WFH days say (9-4 or 9.30 - 4.30 etc.)?
2. How many weeks in a year is a person allowed to WFH? Is there a limit on the maximum number of consecutive...
Cliff - the public comment ACI 318-25 had the hook development lengths returning to ACI 318-14 or close to it. In addition, like Celt83 mentioned, a lot of the crazy seismic amplification is getting scaled back. It will still be worse than before, but much better than 318-19. Hopefully they'll...
How do your firms show development length and lap splice schedules on construction drawings?
Do you have the most conservative value calculated prior to the modifiers applied and spell out how the modifiers apply? For example, a #5 bar in 5000 psi concrete has a hook development length of 15"...
You would consider it as a column and design as such.
Yes, one tie contributes to two legs. Similar to a circular column. You would use effective depth as 0.8 times diameter.
You can review ACI 336.3R or ACI 543R-12.
It looks like he has multiple restricted endorsements. Don't know what the basis for the board granting those are.
https://www.myfloridalicense.com/LicenseDetail.asp?SID=&id=593501B6C755C3C26BCCC7D0CC079ADD
You calculate your top and bottom reinforcement, then calculate your additional longitudinal rebar for torsion. For example, you needed 8 in2 for torsion, you would divide it equally on 4 sides (or proportion based on beam depth width ratios). If you had 4#9 top and bottom already, one way to do...
@EngrRC - for buildings where gravity loading isn't symmetric, it is not unusual to end up with lateral movements resulting from it. When such types of buildings exist, you should consider running construction sequence analysis. ETABS (and other programs) have the ability to analyze the building...
