Recent content by kushal2944

Thank you everybody :) Learning about P/T or FEA and the complication we get into is one thing. Initially, I was trying to get idea about what commercial software is working best for experienced designers/ users.

Thank you everybody for your input. More are welcome to give their views. RAPT I get what you mean. But those kind of people are everywhere, not just in design of PT. Anyway, I have had introduction to PT during undergrad and I took another course during my Masters. So I am familiar with PT...

KootK, Thanks. Have you (or your office) used them personally? In your experience (or your colleague's) do you prefer one over another? (In the sense that which is user friendly, which has less limitations, and which gives better results.)

I have a four story wood-frame structure over a podium (transfer) slab. We first designed it with conventional reinforcement but now my supervisor wants to check if we can come up with a post tensioned slab option. What softwares are there to design this kind of elevated P/T slab with irregular...

@daveatkins I am designing for out of plane load (wind), meaning my deflections are horizontal. Do you take horizontal deflection differently? Thanks.

Yes, I am cantilevering the parapet. If I don't put beam (a C channel) on top I will use cantilevered angles @ 4 ft O.C. Thanks guys.

@jayrod12 Yes, might do that or may be a rectangular HSS. @kootk What is a fair bit? Can I design based on L/360 deflection? I have a 2'6" parapet above the roof level. I guess I will have to design a wind beam at that level too.

your knowledge on mechanics seems fine sir :)

@jayrod12 Thanks. What were the beams like? and you provided cross bracing for in-plane load right? I have enough solid walls to take care of in-plane wind so I wont need the xbrace.

I am new to commercial building design and have a quick (but several :) )questions on how you design the storefront beams. Say my building is one story 20 ft tall (roof diaphragm at 20 ft.) and storefront at 10 ft level. I have series of HSS columns available every 22 ft. What is the design...

@hokie66 : yes additional mass is a good way. @engineeringeric: yes, i have space to provide 2, but we want to give client the flexibility if he wants to make openings later. @jayrod12: i agree, but analysis start getting complicated when you want to design somewhere between flexible and...

I am designing a commercial building that is 287 ft x 62 ft with CMU on three (2 short, 1 long) sides. Its one story building with metal roof deck. Due to the nature of the job I can only use an additional lateral force resisting system at one location (162 ft from the left end). I have about...