Design of a concrete structure

The production of Ordinary Portland Cement (OPC) causes pollution to the environment, due to the emission of CO2. Geopolymer Concrete,an alternate materialis introduced to replace OPC. Low Calcium Fly ash, a by-product from the coal industry, is widely available in the world. Silicate and Alumina are rich inFly ash.Hence it reacts with alkaline solution to produce Alumina silicate gel that binds the aggregate to produce a good concrete. The compressive strength increases with the increasing of fly ash fineness and thus the reduction in porosity can be obtained. The flexural behaviour of Geopolymer concrete (GPC) beams and control cement concrete beams are examined. The designed compressive strength of concrete is 50N/mm2. A total of four beams is castover an effective span of 3000 mm and tested up to failure under static loads. The load-displacement response of the geopolymer concrete beams and control beams are obtained and compared with the theoretical results. The results show that thegeopolymer concrete beams exhibit increased flexural strength.The deflections at different stages including service load and peak load stage are higher for GPC beams.

/pdf/flexural-behaviour-of-reinforced-low-calcium-fly-ash-based-1cijh96xc9.pdf

Flexural Behaviour of Reinforced Low Calcium Fly Ash based Geopolymer Concrete Beam

This paper presents the nonlinear Finite Element Analysis (FEA) that has been carried out to simulate the behaviour of failure modes of Reinforced Concrete (RC) beams strengthened in flexure by Fibre Reinforced Polymer (FRP) laminates. Two beams were modeled in FEM software using ANSYS. In those two beams, one beam is control beam without FRP and other beam is Glass Fibre Reinforced Polymer (GFRP) strengthened beams. From the analyses the load deflection relationships, crack pattern, first crack load and Ultimate load was obtained and compared with the experimental results available in Literature. The load deflection plots obtained from numerical studies show good agreement with the experimental plots. There was a difference in behaviour between the RC beams strengthened with and without GFRP layers. Therefore, modeling of experimental beams can be adoptable in ANSYS. Validation of experimental results can also be done using ANSYS.

/pdf/comparative-study-of-experimental-and-analytical-results-of-rj9n5uv5wi.pdf

Comparative study of experimental and analytical results of frp strengthened beams in flexure

This paper presents the result of an experimental study investigating the effect of external wrapping using Carbon fiber Reinforced Plastics (CFRP) laminates on load carrying capacity of reinforced concrete beams. The main variables considered in this work were the internal reinforcement ratio and position of the strengthening. The result of this work generally indicates that beams strengthened by CFRP laminates are structurally efficient and were upgraded to more load carrying capacity. The deficient beams showed more softening due to crack propagation, whereas the beams, when strengthened by the laminates lost partial ductility. The maximum two point loads in which the beam deficient in flexure failed was recorded as 120 kN, and this load for the beam deficient in flexure and strengthened by CFRP laminates got enhanced to 168 kN. The corresponding loads for beam deficient in shear was 115 kN, whereas this load for the beam deficient in shear and strengthened by CFRP laminates increased to 167 kN. It is encouraging to note that about 40% increase in load carrying capacity for the beams deficient in flexure and strengthened by CFRP laminates, and about 45% increase in load carrying capacity for the beams deficient in shear and strengthened by CFRP laminates is attained.

Strengthening of reinforced concrete beams using cfrp laminates

Computational modeling of fracture in reinforced cement concrete (RCC) beam considering various phenomena has been a challenging task over the years. This paper presents a crack modeling methodology in three dimensions for carbon fiber reinforced polymer (CFRP) strengthened RCC beam by performing a three dimensional nonlinear finite element analysis of the beam subjected to four point loading. The concrete is modeled as inelastic material. Various concrete failure parameters such as shear transfer coefficients, uniaxial tensile and compressive strengths, biaxial compressive and crushing strengths and stiffness reduction in cracked concrete in tensile region are considered. In numerical studies an unstrengthened beam with and without hanger bars are considered for the analysis and results are compared with experimental results. In the next case, a CFRP strengthened RCC beam is considered for analysis. A parametric study is performed considering different length of CFRP used for flexural strengthening of beams, modeling CFRP as Isotropic and orthotropic and varying the area of steel reinforcement in tension region. The study indicates that the proposed method is able to accurately predict the behavior, crack patterns and load carrying capacity. The results are comparable with the experimental results available in the literature.

Modeling of CFRP strengthened RCC beam using the nonlinear finite element method

Experimental based analysis has been widely used as a means to find out the response of individual elements of structure. To study these components finite element analyses are now widely used & become the choice of modern engineering tools for the researcher. In the present study, destructive test on simply supported beam was performed in the laboratory & load-deflection data of that under-reinforced concrete beams was recorded. After that finite element analysis was carried out by ANSYS, SAS 2005 by using the same material properties. Finally results from both the computer modeling and experimental data were compared. From this comparison it was found that computer based modeling is can be an excellent alternative of destructive laboratory test with an acceptable variation of results. In addition, an analytical investigation was carried out for a beam with ANSYS, SAS 2005 with different reinforcement ratio (under, balanced, over). The observation was mainly focused on reinforced concrete beam behavior at different points of interest which were then tabulated and compared. From these observation it shows that 1 cracking location is 0.43L ~ 0.45L from the support. Maximum load carrying capacity at 1 cracking was observed for over reinforced beam but on the other it was the balanced condition beam at ultimate load. Maximum deflection at failure was also observed for the beam that balanced reinforced.

http://www.ijens.org/Vol%2011%20I%2001/118101-4747%20IJET-IJENS.pdf

Experimental and analytical investigation of flexural behavior of reinforced concrete beam

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Experimental and analytical investigation of flexural behavior of reinforced concrete beam