Reinforced concrete structures are often subjected to fire of various degrees. After fire if the structure does not collapse during the fire there is need for post-fire assessment of its structural integrity before the fate of the structure can be determined. With the knowledge of the temperature of the fire, thickness of concrete cover, residual strength of concrete and tensile strength of embedded reinforcement after fire exposure, we can predict the residual carrying capacity of the beams after fire. The experimental procedure involves some specimens of reinforcing steel bars (16mm) enclosed in varying concrete covers in concrete beams which were exposed to ISO 834 furnace temperatures for 2hrs. After fire, the steel bars were removed and tested for tensile strength characteristics and the reduction in strength trend compared with the current code predictions for stress strain relationship of hot-rolled reinforcing steels at elevated temperatures. The variation in the residual moment and shear capacities of the reinforced concrete beams with temperature were evaluated. The experimental residual strength index was found to be greater than the theoretical prediction in the code. The variation in cover thickness of concrete to embedded reinforcement in beams was also noticed to be of no significance to the post-fire tensile strength of the steel reinforcement if the fire temperature is below 700 o C.
Reliability analysis of the safety levels of the criteria for bending, shear and deflection of singly reinforced, concrete Reliability analysis of the safety levels of the criteria for bending, shear and deflection of singly reinforced, concrete Reliability analysis of the safety levels of the criteria for bending, shear and deflection of singly reinforced, concrete Reliability analysis of the safety levels of the criteria for bending, shear and deflection of singly reinforced, concrete slabs, have been evaluated over the practical range of thicknesses 100mm to 250mm. The First Order Reliability slabs, have been evaluated over the practical range of thicknesses 100mm to 250mm. The First Order Reliability slabs, have been evaluated over the practical range of thicknesses 100mm to 250mm. The First Order Reliability slabs, have been evaluated over the practical range of thicknesses 100mm to 250mm. The First Order Reliability Method was e Method was e Method was e Method was employed in the evaluation procedure for continuous slabs of equal spans as a case study. Results mployed in the evaluation procedure for continuous slabs of equal spans as a case study. Results mployed in the evaluation procedure for continuous slabs of equal spans as a case study. Results mployed in the evaluation procedure for continuous slabs of equal spans as a case study. Results indicate that the safety margins proposed and associated with the probability of failure (given as 1 x 10 indicate that the safety margins proposed and associated with the probability of failure (given as 1 x 10 indicate that the safety margins proposed and associated with the probability of failure (given as 1 x 10 indicate that the safety margins proposed and associated with the probability of failure (given as 1 x 10 reinforced concrete slabs, in the Brit reinforced concrete slabs, in the Brit reinforced concrete slabs, in the Brit reinforced concrete slabs, in the British [CP110; BS8110] and European [EC2] codes for design are not achieved at ish [CP110; BS8110] and European [EC2] codes for design are not achieved at ish [CP110; BS8110] and European [EC2] codes for design are not achieved at ish [CP110; BS8110] and European [EC2]codes for design are not achieved at all. Also, the reliability levels are not uniform. Thus, the current design formulations are not as safe and reliable as all. Also, the reliability levels are not uniform. Thus, the current design formulations are not as safe and reliable as all. Also, the reliability levels are not uniform. Thus, the current design formulations are not as safe and reliable as all. Also, the reliability levels are not uniform. Thus, the current design formulations are not as safe and reliable as predicted. This is because the intrinsic probability of predicted. This is because the intrinsic probability of predicted. This is because the intrinsic probability of predicted. This is because the intrinsic probability of corresponds to an implied safety level of 2.015. Therefore, the design formulations in these codes need...
The study carried out an assessment of the non-linear performance of high-rise buildings in Nigeria and countries of similar earth-tremor records. Symmetric, regular Steel Dual-Concentric (chevron) Braced Frames (SD-CBF) building model was idealized, and its elastic design and nonlinear-static analysis were executed using SAP2000 v15 to determine the response of the building to the highest magnitude of` earth tremor ever experienced in Nigeria which was about 4.8 on the moment magnitude scale. From the assessment, it was inferred that, the buildings will perform well for the purpose it was designed, as the onset of inelastic weakening or instability of the building can easily be detected from the plastic response of the braces and so easily retrofitted with consequent savings in human lives and economy. It was established that the buildings will do well on all soil types specified by EC8 (2004) and increase in the Peak Ground Acceleration which is an indicator of the seismic hazard, increases the global displacement of the buildings.
Materials used in civil engineering constructions display wide range in their engineering properties; a structural engineer is required to quantify the risks and advantages of using such materials. Continuous supply of electricity is essential for every nation and electric poles are been susceptible to extreme damages caused by natural hazards such as snow, wind, ice, earthquake etc. These actions can knock down poles thereby causing damage and disruption of power supply. Selecting a pole material such as steel for power transmissions will sufficiently help in distributing power due to its superior material properties. The determination of the response of the steel poles to loads is accomplished by the aid of Finite Element (FE) coded in software, ABAQUS CAE. The extent of damage as a result of deflections as per stresses and displacements were effectively measured and simulated in the software. The result in ABAQUS shows that the steel poles will not suffer any reasonable deformation when loaded indicating that steel poles material properties are sufficient to provide adequate resistance against actions such as deformations and deflections during their service lives.
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