Recent content by Mauleflyer

Is the notation V50 or just 50? V50 is steel grade.

Trust me it means 50 ksi steel.

Grade 50 ksi steel. Back in the 1980's 50 ksi yeild strength steel was coming into existance. It would be mixed with standard 36 ksi steel so the 50 ksi steel was identified by the V50 mark.

Can someone tell me the minimum base material thickness for a flare groove weld? I want to weld a rod into the top chord of a bar joist and determined that I need 1/4" effective throat thickness. However the joist top chord only appears to be around 1/8" to 3/16" thick. I know the code...

Does anyone know if RAPT is approved in the UAE? Anyone have experience with PROKON?

What are the engineers using for concrete design software? I need both column, beam, and two way slab design software and intergration into one model. I am familiar with Ram Concrete and Ram Concept and I am happy with this combination but apparently it is not used much outside of the US...

I agree with Hokie66. I have done many buildings like this and never had a thermal break. Many times the angle is welded to metal stud panel and the panel is bolted to the pour stop.

For the engineers with garage design experience have you lowered your design live load criteria from 50 psf to 40 psf?

What live load is being used on parking garage design today? 40 or 50 PSF?

Lets put aside the drive aisle layout. The layout is a three span beam (60 foot spans=180ft) and a perpindicluar one way slab spaning 27 feet (beams are spaced at 27 feet).

mijowe, thanks for the info. I am surprised by your beam widths of 14" to 18" for 60 foot spans. I will run some calcs early this week and let you know what I come up with.

Hokie, the idea of a band beam is appealing but the economics don't seem at first glance to make sense. A 6'x24" beam seems more expensive then a 24"x32" beam even though the slab would be thinner. The last garage utilized the 24x32 and stirrups were not a problem but PT strands were a bit...

I have had this condition only once and we used a commercially availble uplift anchor. That may be your best route.

Rapt I am a bit confused by the 8 foot wide beam. In the last garage I used 24"x32" beams, 27' apart spanning 3 spans at 60' each. The slab (7.5") ran perpinducular to the beams. Are you suggesting an 8 foot wide beams? In the last garage I thought the beams seemed big for PT but that what...

Its certainly not a global issue for the floor but a local issue. What is the slab construction? Can it span between support beams with a 3000lbs point load? If they know the floor is good for 100psf then they must know the floor construction.