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Most times on an iffy subject the answers are not real answer just something along the lines of, we have always dont it that way. After checking the lap length for bars in compression .0005*Fy*db its 18.75" so i bumped it up to 20

Definitely not a retaining wall. It's in the Florida area so high speed winds of 175 miles/hour but at the mean roof height. we are talking about 19 lb/ft2. My thinking is that it's just like any other block wall, why do I need to drill more holes to an existing slab?

I am working on a small project in which i have to put a block wall on top of an existing footing 4' deep. The lead engineer in my firm recommended doweling in #5 8 in every 16" along the block wall. My question is: Is there really a need for this? i was thinking doweling in every 4' (for every...

the columns keep going up and yes what you are saying together with Ktook makes sense. I get the columns with close decks will be more restrained from displacement and the torsion will be redistributed to the outer columns which are "stiffer". I imagine I would need to find compatibility...

ok lets say that linear distribution of torsion along the span is what's happening, is that even a realistic way of thinking about this assuming that the beams are prismatic and the stiffness everywhere virtually the same? To answer you question Kootk yes we can assume is distributed like your...

I see where you are going with it retired13 but it was all distributed loading

Unfortunately I do not, I have the torsion values from the frame analysis. Torsion on beam d-2 and d-8 is considerably more than d-4 and d-6

This is what im looking at guys, mind you this is not a double line of beams the beam on the upper side are sloped going up with the ramp grade. I didn't design this myself but I know the way it all comes together essentially the beam will be left an inch from the column face and then the slab...

I believe is was a 3d frame analysis, no additional beams framing into the column. The reason im bother by this its because I have to design for torsion reinforcement in these beam and the outer most beams have a ridiculous amount of torsion compared to the center beam. I just find it hard to...

Hey retired13, to be honest with you that's exactly what I thought but I have come across a few things that make me think otherwise. Lets say in an equal exterior line of beams lets say separated by 3 columns the torsion should be identical on all of them but I have received a frame analysis...

Hello, I am interested in finding literature or a simple way to use distribution factors or continuity effects to distribute torsion in beams along a beam line on a parking garage.

Hello, I am interested in finding literature or a simple way to use distribution factors or continuity effects to distribute torsion in beams along a beam line on a parking garage.

ok so, some jobs call for an elevated shoring as part of the design. Meaning a literal post shore is used to push the joist up to a certain height to literally induce additional capacity into the joist. For effects of analysis should this be considered as just a point load acting upwards on the...

I see, Hey rapt do you have any experience in the effects of elevated shoring on prestress members?

Benefits are many but one of the biggest ones Ive noticed is that it greatly reduces end stresses which are usually a concern for design.

I have been analyzing the effects of shoring specifically in prestress members. Some systems call for crown, an additional push of the member upwards are erection. This is usually accomplished by pushing the piece at the middle of the span with a post shore up to the specified crown.I am...

Hello there, Actually what is happening is that the software calculates losses at every point it checks. for example calculating elastic shortening Kcir*(P/s+Pe^2/I-Mg*e/I) this equation determines the stress in concrete surrounding the strand 1 eccentricity for a draped strand is different at...

I don't think you will find anything other than common sense for this issue. I think if you do a good enough job with your concrete you can limit cracks and how much water will sip in. worse case just paint the embedded side with some hydrophobic type paint and call it a day.

Hi I have come across different design software and most of them use PCI design method to estimate losses which is essentially picking a critical section point and estimating the losses there (critical points could be .5L,.4L or the transfer length 50db) But recently I came across a software...

Hey Rapt thanks for your post, I have been using the centroidal axis and neutral axis interchangeably without noticing. It took me no time to understand my mix up, essentially the centroidal axis provides the geometric center making the area above an below the axis equal, once the flexure...