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Hi, I have to design a concrete slab within a chemical plant. The slab is supporting vessels. In case of a leakage or disaster the liquid flows via slope to a short channel and then into a collecting pit. The liquid in the vessels is a solvent not attacking the concrete but that should not...

Hi TDAA, hm, in general I fell that gravel or crushed stone is not that expensive. We have used ASTM D2940 for our final grading requirements for base and subbase course. O.K. I see a difference in the grading curves but does that lead to dramatic cost changes??? Martin

Hi BigH, to make it clear: I had (still have) two issues that I do not entirely understand and I am surely not a Pavement Specialist: 1. The coefficient graphs in the AASHTO Guide: For all CBR values a granular subbase has a higher coefficient than a granular base - means a subbase...

Hi Ron, thanks for your quick reply. I have plot a graph "Modulus vs. Layer coefficient" (see enclosed pdf) and obviously for each value the Sub-base has a higher coefficient !?!. Our Specification says that a granular base bayer shall have a minimum CBR of 60% and a granular subbase layer of...

Dear Colleagues, I have a problem by understanding the following: The granular Subbase is supposed to be a lower quality material than the granular base. If I refer to the "1993 AASHTO Guide for Design of Pavement Structures" to obtain the layer coefficients, I get the following: a) Layer...

Hi, the shear strength provided by concret Vc is given in clause 11.3.1.1. The version which I have says: Vc=2*(sqrt(fc')/6*bw*d in the internet I found: Vc=sqrt(fc')/6*bw*d, but realted to the same code release. Same appwears for the limit of Vs (clause 11.5.6.9): Vs=8*sqrt(fc')*bw*d and...

Thank you for your comments ! @ JAE: I have understood that I have to extend the bottom reinforcement anyhow in my support but question is fully developed or only 150mm? This is not clear! @ shin25: and what to do if there is only wind to be applied ? Thank you, MARTIN

Dear colleagues, We are facing a problem in understanding and applying the ACI 318M-02 for our project. It is the first project we do acc. ACI. It would be very nice if somebody can help us: Problem: anchorage of reinforcement at joints / development of positive moment 12.11.1. (…) … such...

Hi together, the structural calculation of a bore pile (dia 1m, l=56m, seismic UBC 2A) gives us a certain amount of flexural reinforcement. According ACI318 (and frankly speaking I don´t understand the code 100% regarding that issue) the pitch of the spiral reinforcement (or ties) is limited by...

Hi together, the structural calculation of a bore pile (dia 1m, l=56m, UBC 2A) gives us a certain amount of flexural reinforcement. According ACI318 (and frankly speaking I don´t understand the code 100% regarding that issue) the pitch of the spiral reinforcement (or ties) is limited by 7cm...

Hallo together, for our current project (very weak soil!) we use bore piles with a lenght of 56m ! The structural calculation gives us a bending moment up to a depth of 30m. If we consider our piles as columns we have to provide a minimum reinforcement for the whole lenght acc. ACI. Is that...

Hi all, currently I am involved in a project in Egypt wich we design according american Codes and Standards. As I am not that familiar with the fire protection demands according american standards, I was searching for help in the web when I found by accident this references. I would be very...