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  1. M_U

    Anchor configuration for base plate design for considering supplementary reinforcement as per Euro code.

    Hi, I am designing a base plate. The shear force is around 2200 kn. I am unable to use the anchor configuration given in EN 1992-4. I want to use some other configuration. my question - can we use supplementary reinforcements to prevent the breakout failure as per the code if we go with...
  2. M_U

    Modelling horizontal(in-plan) bracings in the ETABS.

    Hi, I am trying to model horizontal bracing in ETABS. But if I model them at the floor level it starts taking gravity loads from secondary beam which should not be the case. I can not use the exclude frame from shell option because I am using membrane for deck. So, how to model them correctly?
  3. M_U

    Deciding the lateral force resisting system.

    Hi, i got a building to review. The person is using special moment resisting frame parameters as per ASCE 7-16 for the x and y direction of the building. But as per the model, the engineer is not using beams along x direction in two bays due to the height restriction. They are relying on the...
  4. M_U

    Use of eccentricities values to counter the torsion in ETABS.

    Hi, We have a building in which we have first mode as torsion mode. One of colleagues is saying that instead of correcting the geometry like adding shear walls or changing column orientation, we should find the eccentricities at diaphragms and use those increased values in the load patterns. I...
  5. M_U

    Strain in compression rebar of doubly reinforced beams.

    Hi, I am little confused with values of the strains in the compression rebars in doubly reinforced beam. Is there any limit on the strain of the rebars. Should the stress be within yield stress or it may exceed yield stress values. If the stress in rebars exceed the yield strength, then the...
  6. M_U

    SAFE not considering opening in punching calculation when the opening is near the face of column.

    I have a small opening which is at the face of the column. While calculating punching shear the software is not reducing the punching perimeter. The size of column is 24" x24". The slab is 8" thick. and the opening is 8"x8". I have attached the screenshots. Does any have idea about this...

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