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Hello, I just want to know what is your opinion on PTing only portions of a structure. I only need to really PT a cantilevered portion of my structure (the other slab and beams do not really need PT). I hear from others that you should PT the entire structure due to shrinking and cracking...

You the man (or woman)!

Would it be appropriate to design PT tendons and reinforcement in beams using the effective width versus the tributary width in Adapt PT. On previous jobs (my old job basically), we used the effective width. We would design the tendon profile based on the beam ONLY and ignore contribution from...

Hello rapt, Please tell me if this process is correct: 1) I designed my slab PT tendons and midspan bottom bar reinforcement in Adapt PT exclusively. I took a 12 in strip of slab and modeled accordingly (proper spans, supports, loads, etc.). I then distributed the tendons in klf (in this...

I created a model using Adapt Builder. I am exporting the support lines to Adapt PT to design the PT tendons and reinforcement. I am using Adapt Builder Ex Build 1 and Adapt PT v7.20. 1) Let’s say my design strip (half the distance to adjacent support on each side of support line)...

Can you put banded tendons in a one-way slab or is it normally just distributed tendons in one direction for a one-way slab. In a two way slab it is normally distributed tendons in one direction and banded tendons in the perpendicular direction, right?

Hello, I need help designing a PT two-way beam-slab system. 1) What is the design philosophy of ADAPT PT? Could I design the T-beams (input beam and appropriate tributary width) and use the appropriate number of tendons designated in the execute/recycle loop and place all those tendons only...

Another note. I am currently in California, so this is Seismic country. Are you comfortable putting PT in Moment Frames in Seismic Country?

Quick Question Would you normally put PT Tendons in Moment Frame Beams? I say no but I would like to get a second (or third or fourth) opinion.

I want a column to have zero flexural stiffness. I want all the shear to be taken by the shear walls.

In ETABS, how do you produce a column with zero stiffness? Thank you.

How do I get ETABS v9 to design the boundary elements for shear walls? I want concentrated longitudinal steel and transverse reinforcement? Thank you.

Hello, I'm a new structural Engineer. For those of you familiar with ETABS v9, I need help designing a concrete shear wall (general). 1) Let's say I have a 2 bay shear wall going up 6 stories. I can label the left piers P1 and the right piers P2, or I can label the piers P1-P12, or label all...