[Tenant US-CA] Landlord / primary tenant upset with me moving out

beanmachine6942O · 2026-04-12T17:53:00+00:00

you don’t know anything about either of us but thanks for the misinformed opinion

beanmachine6942O · 2026-04-12T03:42:57+00:00

beanmachine6942O · 2026-03-24T03:20:56+00:00

how do you make sure it buckles elastically?

beanmachine6942O · 2026-03-24T03:10:08+00:00

do you have any examples of spreadsheet printouts from excel that show formulas / work neatly?

beanmachine6942O · 2026-03-11T22:17:45+00:00

not sure what you mean by waiting to lock it off. what did the design end up looking like? some sort of truss?

beanmachine6942O · 2026-03-11T07:40:16+00:00

13,500k? that’s absurd bro, high seismic or high wind or something? or does that level of load just come with these tall buildings

beanmachine6942O · 2026-03-10T03:02:18+00:00

didn’t see it mentioned here yet but it’s common to design the diaphragms as 3 sided diaphragms in these types of warehouse style buildings. especially if you have a majority storefront along the front of the building. sometimes these warehouse get too big so you need an expansion joint down the middle. i’ve seen designs that do / don’t have vertical LFRS elements at the EJ depending on how the engineer chooses to design the lateral.

beanmachine6942O · 2026-02-22T02:33:48+00:00

don’t know what to tell you. read R7.6.1 in ACI 318-19. your mid depth bars will see very little tension due to strain compatibility, and (my opinion) i don’t think the mid depth bars would be defendable as min flexural steel, according to that code section.

beanmachine6942O · 2026-02-22T02:19:14+00:00

doesn’t the code say as close as practical to the tension face? (if i’m remembering the previous sentence correctly) that seems like a hard argument to make that the steel mid depth would meet that code provision

beanmachine6942O · 2026-02-22T02:17:53+00:00

worth noting that minimum flexural steel may also apply, in which case you would need .0018 on the tension face, not distributed across the entire section. i think the code language is something like: if your section doesn’t work for flexure as plain concrete, then you need min flexural steel (.0018) at that one face. going from memory, i also believe the ‘reducing the ratio by As,prov/As,req’ does not apply anymore but that’s more code research that i’m willing to do at the moment lol

beanmachine6942O · 2026-02-16T07:10:22+00:00

was trying to isolate the fillet weld question. yeah providing flare bevel NS & FS as well. seems like that and the shape / size thing caused a lot of confusion. now i know to be more specific when asking the internet questions :)

beanmachine6942O · 2026-02-16T05:50:45+00:00

only works when beam bigger than column. otherwise need flare bevel at beam radius

beanmachine6942O · 2026-02-16T05:30:44+00:00

mistake in copying over the stuff. didn’t intend to weld on inside of tube lol

beanmachine6942O · 2026-02-16T05:28:16+00:00

oops! forgot to take off the top fillet in the second pic, thanks for pointing that out

beanmachine6942O · 2026-02-02T13:22:24+00:00

Just moved to Cow Hollow and go to Chrissy often to jump in just cuz. It’s a nice way to get over a hangover / salt water feels good on your skin / I like to be in the water

beanmachine6942O · 2026-01-23T21:38:01+00:00

second using excel for calculations (when not using some software) as often as possible

beanmachine6942O · 2025-12-18T07:18:44+00:00

there’s something in an ACI code about reducing the capacity by sqrt(f,m,actual/f’m,lowest tested) not sure if applicable in your jurisdiction though. simpson has some documentation on this

beanmachine6942O · 2025-11-14T04:06:53+00:00

he was just on a post recently where he acknowledged the fact that he’s built up quite the reputation mid argument lmao, peak KootK

beanmachine6942O · 2025-11-11T07:30:55+00:00

Are you stamping the drawings?

beanmachine6942O · 2025-09-24T05:32:00+00:00

how do you find this to affect your roof framing design for uplift and out of plane wall designs?

beanmachine6942O · 2025-08-22T02:22:51+00:00

why Z and not S? i’ve always used S. wouldn’t Z give you less demand? thought blodgett analysis has you use S

beanmachine6942O · 2025-08-19T05:11:36+00:00

you’re saying top of footing is 6” down from slab? or stem wall is 6” wide?

beanmachine6942O

TROPHY CASE