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  1. lpz31415

    CORNER REINFORCEMENT PUNTUAL LOAD - BIBLIOGRAPHY

    I've changed the construction sequence reducing the load to 20tons. It looks better, but I would like to know if this isssue is covered in ACI codes. ¿Do you have information about that? Thank you in advance!
  2. lpz31415

    CORNER REINFORCEMENT PUNTUAL LOAD - BIBLIOGRAPHY

    Not possible, there is not enought space. The point is to precribe corner guards or not If tension cone of the sand jack is into the reinforcement area (pier cap has Ø16mm (#5 rebar)distributed@15cm). Thank you in advance!
  3. lpz31415

    CORNER REINFORCEMENT PUNTUAL LOAD - BIBLIOGRAPHY

    Hi all! Lastly I've been dealing with some sand jacks placed near the border of the pier cap of a bridge. (Ø20cm, 20cm from axis to border of the pier cap) I've been required to justify if it's neccesary to provide an specific reinforcement due to this temporary load. ¿Do you know where I can...
  4. lpz31415

    Welding point instead of hook in pile stirrups

    Hi all! I've a question about shear reinforcements in a pile. In my worksite the rebar provider has send us the rebar cage shear reinforcement in a different way is was in the construction drawings. Link Link In original drawings, the details was like this (there was a hook): Link Is this...
  5. lpz31415

    Crack width matters in transient situations?

    I'm designing a wall wich requires crack width checking (spanish code). In a transient state crack width check fails, but for the final state it's ok. Transient state duration will be maximum 2 months. Any suggestion about how to consider this issue? As I understand, crack width should be...
  6. lpz31415

    Hi all! When evaluating the earth

    I hope this picture let you know better my question. For undrained condicions, most times people use to take c=qu/2 and phi=0 The reason of this post is that I would like to know why dont use undrained parameters. Thank you all!
  7. lpz31415

    Hi all! When evaluating the earth

    Hi all! 1- Subsurface data: -- a. 1m fill -- b. 15m low plasticity clayley soil -- c. 5m gravels 2- The wall is permanent (is a diaphragm wall made with a clambshell and poured with a tremie pipe). It's and cut and cover structure, maximum excavation depth is -8.00m. 3- Water table is at...
  8. lpz31415

    Hi all! When evaluating the earth

    The problem I've to solve is a diaphragm wall, is not the same as a cantilever earth retention wall wich have drains. In a diaphragm wall water table is always going to be at the same height, and only 1 alternative (c,phi or c',phi') should be considered. Please I would appreciate any...
  9. lpz31415

    Hi all! When evaluating the earth

    Hi all! When evaluating the earth pressure forces in a wall wich is supporting a cohesive soil, we use to consider the effective parameters (effective friction angle and effective cohesion). I've always done this in this way by inertia because I was taught to to that. (consider water table at...

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