QUY CAÙCH VIEÁT BAØI e ISSN 2582 5208 International Research Journal of Modernization in Engineering Technology and Science Volume 03/Issue 05/May 2021 Impact Factor 5 354 www irjmets com www irjmets[.]
e-ISSN: 2582-5208 International Research Journal of Modernization in Engineering Technology and Science Volume:03/Issue:05/May-2021 Impact Factor- 5.354 www.irjmets.com ANALYSIS OF THE COMBINATION OF STEEL AND CONCRETE CONNECTIONS Bao- Nguyen Huu*1, Thoi – Le Nam*2 *1,2Faculty Of Technology, Dong Nai Technology University, Dong Nai, Vietnam ABSTRACT Industrial buildings often use an I-shaped steel column Industrial columns to support the wall, people often build pillars with reinforced concrete pillars pressed against one side of the steel column When working, steel columns and reinforced concrete columns work independently of each other Therefore, the thesis will combine the steel column and the concrete column into a working structure called a composite structure to increase the bearing capacity of the new structure, the author used the PERFOBOND bond Thus, if you change the scheme of the universality according to the diagram using the association as the result thesis, it will increase the torque tolerance, limit the displacement and thereby reduce the steel cross-section used in the frame without need to increase more materials used Keywords: Coposite, Perfobond, Steel I INTRODUCTION The research project "behavior analysis of steel columns and concrete columns when linked" is performed in this topic With the use of the perfobond bond, the study will investigate the working of steel-concrete complex structures in prefabricated steel buildings, survey the maximum bearing capacity of the structure, and compare the results with the field practical (using steel columns and concrete work independently), from here giving the judgment about the effectiveness of the steel structure solution With this study, the thesis expects the results of the topic to be a reference for the wider use of composite structures in the Vietnamese construction market Figure Working principle of concrete bolts [4] II RESEARCH CONTENT 2.1 Theoretical basis - Linear elastic method: Linear elastic theory is built on the basis of the hypothesis of small strain, the relationship between stress and strain is linear This method considers materials and structures to also work within elastic limits - Plastic analysis method: Using the plastic analysis method to analyze the structure will make maximum use of the work of materials and structures (make the most of the working of materials and structures compared to the method linear elastic) However, when using this method, we need to pay attention to the influence of displacement, deformation and deflection of the structure - Nonlinear elastic method: Nonlinear elastic theory is built on the basis of the great strain theory, the relationship between stress and strain is a non-linear relationship, represented by a curve We not go into depth analysis of this method, because in fact this method is less popular than the two methods mentioned - Hypotheses about deformation and displacement between the composition of reinforced concrete columns and profiles: We hypothesize that: steel-concrete composite column, enough perfobond bond is arranged to minimize transfer to a minimum Sliding position between concrete columns and profiles, which is the basis for the assumptions that the cross-section of concrete columns and profiles work together in the column bearing capacity analysis in the next section www.irjmets.com @International Research Journal of Modernization in Engineering, Technology and Science [1131] e-ISSN: 2582-5208 International Research Journal of Modernization in Engineering Technology and Science Volume:03/Issue:05/May-2021 Impact Factor- 5.354 www.irjmets.com 2.2 RESEARCH MODELS Introduce The author will choose a practical section to calculate a specific result by theoretical basis, then compare the simulation results by ABAQUS program to verify the reliability of the theoretical basis For example The unified input parameters are as follows: SI unit: Length (m), time (s), force (N), mass (kg), stress (N / m2) Concrete beams: Average mesh size is 20 (mm), using an 8-node 3D element is C3D8R Reinforcement: Average mesh size is 100 (mm), using a truss element that only compresses along the T3D2 axis I-shaped steel beams: Average mesh size of 20 (mm I-beams use 4-node S4R shell elements, perfobonds have a more complex shape, so use a mixture of types of 3-node elements and 4-node shell S3R and S4R Using the quadratic element order to more accurately divide the mesh around the hole To investigate the rotation, assign boundary conditions of legs as mounts, upper ends are slides with force N = 80T & M = 0-3000KN.m The force is placed at the center of gravity of steel I How to load Divided into phases (step1, step 2) - Step1: Axial load 80 T, put the regulator on section I Start loading - 80 T to investigate and see no plasticity Step2: After loading up to 80T, we keep the same behavior and start to load M from to 300KN.m At that time there appeared to be melt and the thesis took this case to examine Figure 3D composite texture shape 2.3 BUILDING FORMULATORY FORMULATION Case 1: Flexible neutral shaft through the wing Suppose the neutral axis is through the position of the inside edge of the profile, then we have the equilibrium equation: Fsk Fa ' Fsk b f t f f a / a Fa N f bc a (4.12) fsk Fsk1 hc P.N.A Fsk2 Fa' 2fa Fa-Nf fa Figure 3: Stress diagram of a composite column www.irjmets.com @International Research Journal of Modernization in Engineering, Technology and Science [1132] e-ISSN: 2582-5208 International Research Journal of Modernization in Engineering Technology and Science Volume:03/Issue:05/May-2021 Impact Factor- 5.354 www.irjmets.com Neutralizing shaft through shaped steel blades if the following conditions are met: Fsk Fa N f Fa N f Fsk b f t f f y / a bc a (4.13) fsk Fsk1 hc Fsk2 P.N.A Fa2 fa zw Fa1 Nf fa Figure 4: Stress diagram of a composite column For simplicity in the calculation process, we represent the internal force components of the cross-section as follows: bc a fsk Fsk1 hc Fsk2 P.N.A Fa' 2fa zw Fa-Nf fa Figure Stress diagram of a composite column The height zw of tensile steel cross-section is determined by the balance equation: Fa Fsk N f Fa ' z w Fa Fsk N f (4.14) 2b f f a / a and the calculated torque resistance corresponding to the center of gravity of the reinforcement layer is M pl Rd (Fa N f ) 0.5ha hc a – Fa – Fsk N f 0.5 zw hc a Fsk hc a (4.15) Case 2: Flexible neutral shaft through the abdomen of steel cross section bc a fsk Fsk1 hc Fsk2 Fa1 P.N.A Fa2 zw fa Nf fa Figure 6: Stress diagram of a composite column www.irjmets.com @International Research Journal of Modernization in Engineering, Technology and Science [1133] e-ISSN: 2582-5208 International Research Journal of Modernization in Engineering Technology and Science Volume:03/Issue:05/May-2021 Impact Factor- 5.354 www.irjmets.com Neutralizing shaft through structural steel wing if the following conditions are satisfied: Fsk Fa N f Fa N f Fsk b f t f f a / a (4.16) Traction force Fa1 will balance with a force of the same value and the opposite direction acting on the other side of the axis of the profile The remaining force is in equilibrium with the force So there is an area of the abdomen equal to 2zw in height and the tw thickness at the center of the steel beam with a stress to equilibrate the Fsk resulting in: bc a fsk Fsk1 hc Fsk2 P.N.A zw fa fa zw Nf 2fa Figure Stress diagram of composite column Fsk N f z w t w f a / a z w = Fsk N f t w fa / a (4.17) Taking the moment for the axis passing through the center of the steel, we have the expression of the bending resistance moment as follows: Fsk F (0.5 h a h c a) sk (0.5 h a a) ( Fsk N f ) 0.5 zw (4.18) 2 Fsk (0.5 h a +0.5 h c ) ( Fsk N f ) 0.5 zw M pl Rd M apl , Rd M apl , Rd Where Mapl.Rd is the plastic resistance of steel cross-section alone, this value can be looked up in the profile steel lookup table III RESULTS AND DISCUSSION 3.1 Stress results will be output in four cross sections of the beam In sections 1, and 3, stresses will be taken at points as shown in the figure corresponding to sections on the ABAQUS program: Figure Stress of steel column I and concrete column 3.2 Stress of reinforcement when bonded www.irjmets.com @International Research Journal of Modernization in Engineering, Technology and Science [1134] e-ISSN: 2582-5208 International Research Journal of Modernization in Engineering Technology and Science Volume:03/Issue:05/May-2021 Impact Factor- 5.354 www.irjmets.com Figure Stress of reinforcement The stress in the PERFOBOND bonded region is much greater (red, yellow) than in the unlinked regions (Green, blue) bonding proves better 3.3 Stress of PERFOBOND Figure 10 Perfobond stress at section 4-4 When the moment increases from to 3,000,000 N.m, the perfobond 3's primary stress S1-1 also increases but has not yet destroyed 3.4 Interaction chart of steel column I and reinforced concrete column when the PERFOBOND Figure 11 Two-dimensional interactive diagram 3.5 Compare model results and theory Table Comparison table of flex-resistant monemt Result Flexural resistance Moment M pl Rd N m Theory (negative moment) www.irjmets.com 645152,56 Difference (%) -0,234 @International Research Journal of Modernization in Engineering, Technology and Science [1135] e-ISSN: 2582-5208 International Research Journal of Modernization in Engineering Technology and Science Volume:03/Issue:05/May-2021 Impact Factor- 5.354 www.irjmets.com Simulation (negative moment) 648182,45 Theory (positive moment) 2624600 Simulation (positive moment) 2546272 +1.515 Table Comparison of perfobond shear force results between abaqus theory and simulation Result Cutting force perfobond (N) Theory 111197 Simulation 112574 Difference (%) -0.615 IV CONCLUSION The author analyzed the behavior of steel columns I and concrete columns using PERFOBOND bond Some results achieved from the topic are as follows: - Building the bending resistance formula of steel-concrete composite column in pre-engineered industrial buildings using PERFOBOND bond - Build interactive diagrams of steel columns and concrete columns using the PERFOBOND link - Simulate steel columns and concrete columns using PERFOBOND bond by ABAQUS program - Analyzing areas where stress occurs and areas that not distribute stress - Analysis of the PERFOBOND stresses at the locations with the greatest and smallest stresses When designing PERFOBOND attention should be paid to these stress zones - Analyze the PERFOBOND shear force at the positions with the largest and smallest shear forces When designing PERFOBOND attention should be paid to these shear areas From the above results, the results obtained between the results calculated by the theoretical formula and the results from the finite element simulation program have been compared and evaluated , reliable Model results are acceptable V REFERENCES Vietnamese [1] [2] [3] [4] [1] Pham Van Hoi (2006), Steel-Concrete 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concrete dridges: design and detailing rules CEN Eurocode 3: Design of steel structures CEN Eurocode 4: Design of steel and concrete structures Part 1.1: Genneral rules and rules for buidings (prEN 1994-1-1), Stage 49 draftedition Isabel Valente, Paulo J.S.Cruz (2004), "Experimental analysis of Perfobond shear connection between steel and lightweigth concrete", Journal of constructional steel research, vol 60, pp 465-479 J.da.C.Vianna, L.F.Costa-Neves, P.C.G da S.Vellaso, S.A.L.de Andrade (2008), "Structural Behaviour of T- www.irjmets.com @International Research Journal of Modernization in Engineering, Technology and Science [1136] e-ISSN: 2582-5208 International Research Journal of Modernization in Engineering Technology and Science Volume:03/Issue:05/May-2021 Impact Factor- 5.354 www.irjmets.com Perfobond shear connector in composite girders: An experimental approach", Engineering Structures, vol 30, pp 2381-2391 [9] Mahdi Shariati, N.H.Ramli Sulong, M.M.Arabnejad K.H and Mehrdad 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connection with composite dowels", Archives of civil and mechanical engineering, vol 10, pp 93103 [26] Suhaib Yahya Kasim Al-Darzi, Ai Rong Chenv Yu Qing Liu (2007), "Finite Element Simulation and Parametric Studies of Perfobond Rib Connector" ,American Journal of Applied Sciences, vol 4, pp 122127 www.irjmets.com @International Research Journal of Modernization in Engineering, Technology and Science [1137] ... on the other side of the axis of the profile The remaining force is in equilibrium with the force So there is an area of the abdomen equal to 2zw in height and the tw thickness at the center of. .. FORMULATION Case 1: Flexible neutral shaft through the wing Suppose the neutral axis is through the position of the inside edge of the profile, then we have the equilibrium equation: Fsk Fa '' Fsk... analyzed the behavior of steel columns I and concrete columns using PERFOBOND bond Some results achieved from the topic are as follows: - Building the bending resistance formula of steel- concrete