ACI 350-08 PDF

Diagonal tension capacity for out-of-plane bending of reinforced masonry walls can be assessed using ACI strength design procedures. Direct. Revisions made to ACI since then will be assembled The main committee Letter Ballot on the proposed revision of did. Prior to , flexural crack control requirements in ACI were based on the so- called z-factor method developed be Gergely and Lutz [8]. Their work was based .

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But he never had to stamp the plans so it wasn’t as 350-8 of a deal. If there is a problem 10 years from now, is he going to come out of retirement and defend your design? Hokie66, The doubling of member thickness is not due to a change in the code, but a misinterpretation of the old working stress code.

It is intended that questions and answers benefit more than just the apparent conversation between two people. You’ll be a good contributor. My response was “yes and it probably won’t, but from this point aaci we have an obligation to meet the minimum code requirements”.

That applies in writing, presentations, meetings and just day to day office communication.

I used these methods for the past five years in analyzing and designing structures. Secondly, by using older methods you are deviating from the standard of care practiced by other engineers providing the same services in your locale. If they are using current codes and standards, the standard of care requires that you do that as well.

Register now while it’s still free! Then you are right to use the current standard, or at the very least use the Working Stress code with the correct interpretation. I see that you are new to the forums. The Eng-Tips staff will check this out and take appropriate action. Resources Digital Transformation may be defined in a number of different ways by analysts or enterprise software vendors.

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On drawings, do you not submit the applicable codes being used? I could not agree more with what Ron describes as your method of approach. So did it turn out that you get to design the current way and stamp your own plans? But by the same token, I’ve done quite a bit of stuff as an engineering subordinate that I wouldn’t have stamped, or would have done differently if I had stamped, but didn’t pitch a fit at all because it was someone else’s stamp.

I can also see him making the argument that there are literally dozens of these structures that have been designed under the same criteria and have withstood the test of time, which in my opinion has significant merit.

New PE Needs Advice – Civil/Environmental engineering other topics – Eng-Tips

New PE Needs Advice My structural professor in college would joke about what buildings were more important. You have several issues with which to deal. We do not have to show the codes used on the Plans. Just mention what code you are using when you hand it to him for his review, so it doesn’t look like you are trying to sneak one by him. How did he react besides just agreeing? Tell him to stamp it if he wants it done acj way?

New PE Needs Advice So did it 3350-08 out that you get to design the current way and stamp your own plans? Have an honest and open discussion of why you might do it differently if your own name was on the hook, but in the end it’s their call how to do it, because it’s their stamp. If it does, then there’s hell to pay.

You have to be a little bit careful with how you approach him so that he doesn’t just dismiss your approach as being a “newbie” who thinks he knows too much.

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Thanks everyone for your comments. If you do not, you risk being adjudged negligent in your practice That means if you have a tank failure, you might compromise public health by contamination and the welfare of the public is affected by an economic loss due to failure Further, let him know that you will continue to seek such, but that you have a need to achieve some independence in your practice approach and ask him to respect that as long as you don’t ask him to compromise his own judgment and principles.

Thank you for helping keep Eng-Tips Forums free from inappropriate posts. The PE under which I trained directed me to use “old school” methods in analyzing and designing structures on the basis that a more conservative design would result. Basically walls and slabs loaded like beams were sized for an allowable shear stress in the concrete of 2. Are you an Engineering professional? Emphasize the word “we My structural professor in college would joke about what buildings were more important.

Explain to him that engineering liability has increased over the years such that both the company and the individual often get brought into lawsuits as co-defendants, so you want to do what you can to first meet the standard of care and then to offer conservative yet cost-effective design solutions to your clients.

In some instances, some portions of the structure need to be twice as thick. That’s just one criterion. I believe this would be the equivalent to applying the shear requirements ACI I would definitely approach the mentor as more concerned for your license axi liability than trying to be the new know it all.