effective depth = 219 f'c=32 fy=400 2-12mm bars i got the Mn = 23.2 kNm which is a quite close and safe value based on the graph. multiplying it with safety factor 0.9 (tension controlled) will give a much safer value Mu=20.88 kNm
Excellent video. Could you provide the yield stress of the steel used and the useful height of the section? (covering, stirrups, etc.) According to the Brazilian code and adopting d '= 21.4 cm, As = 2x1.11 cm² and fy (yield strength of steel/rebar) = 500 MPa the last load expected for the test would be 38.1 kN. Thank you for sharing!
60kips rebar x 2 bars of steel failing at 28kn 6000 pounds of loading (2.85 ton force pounds)... what am I missing? Did you use a lower grade kip steel ? or was your concrete psi "weak" at time of testing? Thank you. PS 28kn divided by two load points on the compressive ''face" = 14kn = failure at 1.42 ton force (it clearly cracks and fails at that point loading)... considering your loading is equal at compressive locations (2 rollers)...
It is 32Mpa concrete, 500 MPa steel. The section dimensions are given in the video. You can predict the flexural capacity of the beam, you will see it comes very close to the experiment.
Hi Osama, concrete compressive strength is 32 MPa, the span of the beam is 3 m, and the cross-sectional dimensions of the beam are given in the drawing shown in the video.
That will be great Osama. The span length is 3 m, the cross-sectional dimension is 250 mm by 150 mm and reinforced with 2 x 12 mm steel bars. for the flexural failure and 3 x 12 mm bars for shear failure. You can also see the details at 0.24 s in the video. The concrete strength was about 32 MPa. Let me know how your FEM model goes.
effective depth = 219
f'c=32
fy=400
2-12mm bars
i got the Mn = 23.2 kNm which is a quite close and safe value based on the graph. multiplying it with safety factor 0.9 (tension controlled) will give a much safer value Mu=20.88 kNm
Excellent video.
Could you provide the yield stress of the steel used and the useful height of the section? (covering, stirrups, etc.)
According to the Brazilian code and adopting d '= 21.4 cm, As = 2x1.11 cm² and fy (yield strength of steel/rebar) = 500 MPa the last load expected for the test would be 38.1 kN.
Thank you for sharing!
Hi Sandro, yield strength of steel is 500 MPa, the concrete cover is 25 mm. There are no stirrups in the beam.
Also the graphs show the maximum moment capacity of the beam, not the load.
60kips rebar x 2 bars of steel failing at 28kn 6000 pounds of loading (2.85 ton force pounds)... what am I missing? Did you use a lower grade kip steel ? or was your concrete psi "weak" at time of testing? Thank you. PS 28kn divided by two load points on the compressive ''face" = 14kn = failure at 1.42 ton force (it clearly cracks and fails at that point loading)... considering your loading is equal at compressive locations (2 rollers)...
It is 32Mpa concrete, 500 MPa steel. The section dimensions are given in the video. You can predict the flexural capacity of the beam, you will see it comes very close to the experiment.
how to calculate strain in bending region and support (shear region)? pls help me out, i have a presentation tomorrow
I Want to Model Your Test Can You Share the Materials Properties and Span Length?
Hi Osama, concrete compressive strength is 32 MPa, the span of the beam is 3 m, and the cross-sectional dimensions of the beam are given in the drawing shown in the video.
Using Finite Element
That will be great Osama. The span length is 3 m, the cross-sectional dimension is 250 mm by 150 mm and reinforced with 2 x 12 mm steel bars. for the flexural failure and 3 x 12 mm bars for shear failure. You can also see the details at 0.24 s in the video. The concrete strength was about 32 MPa. Let me know how your FEM model goes.