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  1. sybie99

    Cast in Theaded Rod, tensile capacity and anchorage length

    Good Day, I have a carport canopy design where the bottom section of the canopy column is concrete and the top is steel. See attached sketch depicting what is required. I need to transfer a 50kNm moment from the steel "star" column on top to the concrete column below. There will be a baseplate...
  2. sybie99

    Long Term Deflection vs Time

    Thanks Tom, that is exactly what I was after, much appreciated.
  3. sybie99

    Long Term Deflection vs Time

    For a flat slab, I have been trying to find some info on deflection vs time, for example a graph. Given a constant load, what is the typical rate of deflection? I know it depends on MANY factors, humidity, time of 1st loading, rebar etc. But a general estimate. Say the maximum a slab will ever...
  4. sybie99

    Minimum Lateral Force to restrain a concrete column

    I have a case where the reinforcement bars in a column do not protrude into the slab above, bars were fixed short. The column is cast. No, If a design the column as pinned at the top, I still need to provide minimum restraint so that column top cannot move laterally and remains fixed to slab...
  5. sybie99

    Step in flat slabs, not at supports

    Say you have a step in a flat slab, for example a 150mm step in the soffit and top of slab. Is there any reason why one could not step a continuous slab if the following criteria are met: * You crank bars so that you have one continuous bar across the step * The minimum radius of the bends in...
  6. sybie99

    Pre Camber Of RC slab

    Hi, This has been discussed before, but I have a few new questions. I have a waffle (coffer) slab, continuous in one direction and single span in other. The single span is 10.25m and the continuous spans are 8.5. It is for office floors, so quite light loading. I am using a 450 thick waffle...
  7. sybie99

    Steel bar to plate - Weld capacity

    I have received the following feedback from the welder, also see attached sketch: Re the 20mm plate for which I received the drawing the following day after we had completed the job. I used my own expertise and experience and punched 18mm holes in the four corners and plug welded it with a...
  8. sybie99

    Welded connection capacity.

    Apologies my reply was under the wrong thread, not sure how to remove it?
  9. sybie99

    Welded connection capacity.

    I have received the following feedback from the welder, also see attached sketch: Re the 20mm plate for which I received the drawing the following day after we had completed the job. I used my own expertise and experience and punched 18mm holes in the four corners and plug welded it with a...
  10. sybie99

    Steel bar to plate - Weld capacity

    In which way (besides a pure load test) could one test the weld to be able to get an idea of capacity? Normally a 6mm fillet weld would give about 0.5kN/mm capacity, so that would give 25kN capacity for a 6mm weld around the 16mm bar.
  11. sybie99

    Steel bar to plate - Weld capacity

    kingnero, I am not any kind of expert when it comes to welding, how would this affect capacity, is it at all possible to make a conservative prediction on its capacity? Regards
  12. sybie99

    Steel bar to plate - Weld capacity

    The tensile capacity of the bar would be about 80kN. Would you get half of that from this connection?
  13. sybie99

    Steel bar to plate - Weld capacity

    Another photohttp://files.engineering.com/getfile.aspx?folder=98e42286-ba74-4fb3-8002-087b1640dac1&file=20140930_154057.jpg
  14. sybie99

    Steel bar to plate - Weld capacity

    Hi, I would like to know what tensile force the following welded connection can carry. A 16mm bar (500MPa yield strength) welded to a 20mm thick plate (350MPa). The connection was welded as follows: A 20mm diameter hole drilled in plate, bar pushed through and plug welded on bottom. The gap...
  15. sybie99

    Tension-only reinforced concrete members with lapped splices

    KootK I have decided to also have a steel plate with 4 No 20mm bars butt welded to the plate, to sit below the slab. These bars are then lapped into column. The plate pushes up against slab soffit and then gives a scenario similar to a column that sits below slab.
  16. sybie99

    Tension-only reinforced concrete members with lapped splices

    KootK, The scenario is as follows, also see attachment: 300mm thick slab, 35MPa concrete, hangs off a 450 x 230mm column (edge column). There are eight 16mm bars in column. Yield stress of bars is 500MPa. The bars go straight down into slab for 150mm before bending with a 120mm radius bend to...
  17. sybie99

    Tension-only reinforced concrete members with lapped splices

    In the British code there is no mention of "tension ties". There are however requirements for lap lengths for members in tension. There are also lap lengths requirements for compression members and members in flexure. So for beams for example, the lap length for tension bars would be taken from...
  18. sybie99

    Using existing rc column to support flat slab

    I have a 450 x 450 column, and must transfer 320kN. I will create a bearing area 30mm deep for the 300mm depth of the slab that must connect on all 4 sides. Just by this bearing I will have sufficient capacity to transfer the load. Then, holes for the required top rebar (4Y16's) will be drilled...
  19. sybie99

    Using existing rc column to support flat slab

    yes, again could work, depending on load to transfer, but I would think I could use bolts going through column with angles on all 4 sides, maybe 4 bolts, 2 each face passing through column fixing angles brackets at opposite sides.
  20. sybie99

    Using existing rc column to support flat slab

    jayrod, could work but unsightly in an area where ideally clear face of column must be visible, no ceiling to hide bracket

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