iosr-JMCE   International Conference on Innovations in Civil Engineering (ICICE 2014)

Abstract: Space structures are economical and aesthetically pleasing in appearance. They provide the right solution to accommodate large areas. They also satisfy the requirements for lightness, economy and speed construction. The major problem that a space truss facing is the brittle type of failure, caused by the successive buckling of a series of critical compression‐chord members. The present study investigates the possibility of using concrete slab acting compositely with the top chord to improve the behavior of space trusses. The concrete slab was expected to reduce the buckling problems of the top chord members, to increase the stiffness of the structure, and to induce a ductile type of failure by making the overall behavior dependent mainly on the tension characteristics of the bottom chord members. The Finite‐Element Analysis of Composite Truss were carried out using ABAQUS against published experimental data of 4m x 4m space truss with concrete slab having thickness of 50mm. The analytical models were made for various Module size, Concrete Strength and Slab thickness. The analytical model is stiffer .The overall deflection for the composite space truss is reduced and make the truss resistant against bucking failure of the top chord member.
Keywords - Composite truss; ABAQUS; Module size; Slab thickness; Concrete strengt

[1] El – Shiekh, A., Effect of force limiting devices on behaviour of space truss, Journal of Engineering Structures, 21, 1999, 34-44.
[2] El – Shiekh, A., New space truss system –from the concept of implementation , Journal of Engineering Structures, 22,2000, 1070-1085.
[3] El- sheikh, A. and McConnel, R.E., Experimental study of behavior of composite space trusses, Journal of Structural Engineering, 119(3), 1993, 747-766.
[4] El-sheikh, A. and El – Barky, H., Experimental Study of New space truss system , Journal of Structural Engineering, 122(8), 1996, 845- 853.
[5] Murtha Smith, E., Nonlinear analysis of space truss, Journal of Structural Engineering, 120(9), 1994, 2717-2147.

Abstract: In the studya comparison of fracture parameters of the bacterial concrete and conventional concrete is conducted. In order to investigate the fracture behavior the concrete beams of 500mm 100mm 100mm with 2mm wide notch of different notch depth were cast. Fracture parameters considered are Stress Intensity Factor (K), Fracture Energy (Gf), Crack Mouth Opening Displacement, Energy Release Rate (G) and Brittleness Number(S).The experimental results are compared with analytical results obtained by developing finite element model of the beams using ANSYS 12.0 of both conventional and bacterial concrete. The deflection obtained by the bacterial concrete is less that of than conventional concrete and the fracture is less in case of bacterial concrete because of the microbiologically induced calcite (CaCO3) precipitation.

Keywords: Bacterial Concrete, Bacillus subtills, Stress Intensity Factor, Fracture Energy,Crack Mouth Opening Displacement, Energy Release Rate, Brittleness Number

[1] A. DiTommaso, Fracture mechanics of concrete: Structural application and numerical calculation(Martinus Nijhoff Publishers, Boston , Lancaster,1985)
[2] Dr Henk Jonkers, Self-Healing Concrete, INGENIA Vol 46,2011,1-4
[3] Prasanth Kumar, Elements of Fracture Mechanics(Tata McGraw Hill Education Pvt LTD, New Delhi,2009)
[4] Shailendra Kumar and S.V. Barai, Size-effect of fracture parameters for crack propagation in concrete: a comparative study Computers and Concrete, Vol. 9,2012,1-19
[5] Willem De Muynck, Nele De Belie and Willy Verstraete, Microbial carbonate precipitation in construction materials: A review,Ecological Engineering Vol 36, 2010, 118-136.

Abstract: Post earthquake observations revealed many deficiencies in structures to adapt to seismic engineering practices and lack of seismic resistant features led to collapse and other catastrophic events. Hence to improve the seismic response of buildings in earthquake prone areas, passive energy absorbing devices are used. Here a 6 storeyed regular building is proposed to be analysed using SAP2000 v14 with viscous damper (VFD), with Tuned Mass Dampers (TMD) and without any damping device. Tuned Mass Dampers with varying mass ratios of 2%, 3% and 5% was applied. Time History Analysis was carried out by applying the Bhuj (2001) intensity of earthquake. Similarly, VFDs with damping exponent values of 0.5 and 0.75 of required stiffnesses was input to the structure and analysis was done. Non-Linear Time History Analysis (NLTHA) was carried out. A comparative study was done.

Keywords: Bhuj Ground Motion, Non Linear Time History Analysis, SAP2000 v14, Tuned Mass Damper, Viscous Fluid Damper

[1] F. Sadek, M. Bijan, A.W. Taylor, and M.C. Riley, A method of estimating the parameters of TMD for seismic applications, Earthquake Engineering and Structural Dynamics, Vol. 26, 1997, 617-635.
[2] M.K. Dethariya, B.J. Shah, Seismic response of building frame with and without viscous damper with using SAP 2000, International Journal of Earth Sciences and Engineering, Vol. 04, No. 06, 2011, 581-585.
[3] V.M. Thakur, and P.D. Pachpor, Seismic Analysis of Multi-storeyed Building with TMD (Tuned Mass Damper), International Journal of Engineering Research and Applications, Vol. 2, Issue 1, 2012, 319-326.
[4] Taylor Devices, Inc., 90 Taylor Drive, P.O. Box 748, North Tonawanda, NY 14120-07.
[5] IS 1893 (Part I): 2002, Indian Standard- Criteria for earthquake resistant design of structures, part 1 general provisions and buildings, Bureau of Indian Standards, New Delhi, June 2002.

Abstract: The vibration screening effectiveness of an isolation scheme comprised of a pair of open rectangular trenches of identical cross-sections is numerically investigated in this work. The finite element study is carried out in PLAXIS 2D under plane-strain conditions on a linear elastic, isotropic, and homogeneous half-space subjected to a vertical harmonic excitation. The response of the dual trench barrier in intercepting vertical and horizontal components of vibrations is studied with respect to the variations in its geometric features. The geometric features; i.e. the distances of the trenches from the source, their depths, and widths are made dimensionless by normalizing with respect to the Rayleigh wavelength of vibration. The effects of barrier depths and widths are investigated for active and passive cases separately and results are depicted in non-dimensional forms. The effects of these features and their significance in reducing ground-borne vibrations are discussed and few guidelines are made regarding their optimal selections. Comparison of results obtained with present finite element scheme shows close agreement with published results which justifies its accuracy. A dual trench barrier may be adopted as an effective alternative to a single trench as it requires lesser depth than the latter.

Keywords -Vibration isolation, dual trench, open trench, finite element, half-spa

[1] R.D. Woods, Screening of surface waves in soils, Journal of Soil Mechanics and Foundations Division, 94(SM 4), 1968, 951-979.
[2] D.E. Beskos, B. Dasgupta, and I.G. Vardoulakis, Vibration isolation using open or filled trenches: Part 1: 2-D homogeneous soil. Computational Mechanics, 1(1), 1986, 43-63.
[3] B. Dasgupta, D.E. Beskos, and I.G. Vardoulakis, Vibration isolation using open or filled trenches: Part 2: 3-D homogeneous soil. Computational Mechanics, 6(2), 1990, 129-142.
[4] S. Ahamad and T.M. Al-Hussaini, Simplified design for vibration screening by open and in-filled trenches, Journal of Geotechnical Engineering, 117(1), 1991, 67-88.
[5] S. Ahamad, T.M. Al-Hussaini, and K.L. Fishman, Investigation on active isolation of machine foundations by open trenches, Journal of Geotechnical Engineering, 122(6), 1996, 454-461.

Abstract: Two usual methods used in the design of pile caps are bending theory and truss analogy. Bending theory is predominant when the shear span to depth ratio is greater than 2. Truss analogy is prominent when the shear span to depth ration is less than 2. While designing using Bending theory and Truss analogy the pile caps become over reinforced. In order to overcome this, new design procedure called the Strut and Tie Model (STM) method has been developed. A pile cap (1000mm×1500mm×3200mm) which supports a column carrying axial load of 4320kN is designed using Bending theory, Truss analogy and Strut and Tie Model method. The pile cap is supported on two 700mm diameter piles. A one-fifth scaled down model of the pile cap is analytically and experimentally investigated. The ultimate loads of the three analytical and experimental models were compared. The cost to strength ratio for the Strut and Tie model is found to be most economical.
Keywords - Ansys, Bending theory, Truss analogy, Scaled down model, Strut and Tie Model Method

[1] Perry Adebar and Luke (Zongyu) Zhou (1996). "Design of Deep Pile Caps by Strut-and-Tie Models" ACI Structural Journal, 96, 1-12
[2] Leu, L., Huang, C., Chen, C., and Liao, Y. (2006). "Strut-and-Tie Design Methodology for Three-Dimensional Reinforced Concrete Structures." J. Struct. Eng., 132(6), 929–938.
[3] M. Tyler Ley, Kyle A. Riding, Widianto, Sungjin Bae, and John E. Breen (2008). "Experimental Verification of Strut-and-Tie Model Design Method" ACI Structural Journal,104-S71 , 749-755.
[4] V.V. Nori and M.S. Tharval. (2007). "Design of pile caps – Strut and tie model method" The Indian Concrete Journal, 07, 13-19.
[5] McCurry, D., Jr. and Kachlakev, D.I (2000), "Strengthening of Full Sized Reinforced Concrete Beam Using FRP Laminates and Monitoring with Fiber Optic Strain Guages" in Innovative Systems for Seismic Repair and Rehabilitation of Structures, Design and Applications, Technomic Publishing Co., Inc., Philadelphia, PA, March.

Abstract: There is an increasing agreement among researchers and professionals that future seismic design needs are to be based on achieving multiple performance objectives. Future seismic codes should incorporate new developments in demand and capacity descriptions with quantifiable performance criteria to have seismic protection of existing and new structures. Here, a brief review of the present IRC code provisions on seismicity is made. The paper highlights the importance of ductility and energy dissipating capacity of a structure in resisting seismic forces and critically evaluates the limitations of the current Indian code provisions on seismic resistant design.

Keywords -Bridges, Ductility, Energy Dissipation, Indian Code, Plastic Hinges, Seismic De

[1] "Earthquake Hazards and the Collision between India and Asia", Retrieved 2006-05-13, Wikipedia.
[2] IRC 06:2010-Standard Specifications and Code of Practice for Road Bridges section:II Loads and Stresses (Fifth Revision), Bureau of Indian Standards, New Delhi.
[3] IRC 112:201I-Code of Practice for Concrete Road Bridges", Bureau of Indian Standards, New Delhi.
[4] M. J. N. Priestley, G. M. Calvi and M. J. Kowalsky, Displacement-Based Seismic Design of Structures (IUSS Press, 2007)
[5] R. E. Englekirk, seismic design of reinforced and precast concrete building (John Wiley & Sons, 2003).

Abstract: This paper introduced a Modern Computational and Numerical Method in the form of Parameterized Gaussian Elimination Algorithm developing by a programme in C++ language which deals with linear and non-linear analysis of a typical one bay footing acting as a finite beam resting on granular bed –reinforced soft soil and stone columns . Granular fill has been idealized as Pasternak shear layer. Soft soil has been idealized by nonlinear Kelvin-Voigt body and the stone columns have been modeled as series of nonlinear Winkler springs. Non-linear behavior of granular layer and soft soil has been incorporated by hyperbolic constitutive relationships. It has been observed that deflection of footing increases in the case of linear analysis and decreases in case of non-linear analysis. Settlement of the footing increases without stone columns.
Keywords – Gaussian Elimination Algorithm, Linear and Non linear behavior, Pasternak shear layer, Soft soil, Stone column.

[1] Brown, B.S. and Poulos, H.G. (1981), "Analysis of foundation on reinforced soils", Proceeding of 10th International Conference of Mechanics and Foundation Engineering, Vol. 3, pp .595-598.
[2] Cheung, Y.K. and Nag, D.K. (1968), "Plates and beams on elastic foundations, linear and nonlinear Behaviour", Geotechnique Journal, Vol. 18, pp. 250–260.
[3] Celep, Z. and Demir, F. (2007), "Symmetrically loaded beam on a two-parameter tensionless foundation", Journal of Structural Engineering and Mechanics, ASME, Vol. (27).
[4] Chen, C.-N. (1998), Solution of beam on elastic foundation by DQEM, Journal of Engineering Mechanics Division, ASCE, 124 (12), 1381-1384.
[5] Maheshwari, P. and Madhav, M.R. (2006), "Analysis of a rigid footing lying on three-layered soil using the finite difference method", Journal of Geotechnical and Geological Engineering, Vol. 24, pp. 313-324.

Abstract: The deterioration of concrete is a serious issue which may lead to the corrosion of the reinforcing steel and spalling of the concrete. The external confinement of concrete members by means of wrapping high-strength fiber composite around the perimeter of the member enhances their strength and ductility. The thesis mainly deals with the numerical analysis of Carbon Fiber Reinforced Polymer (CFRP) wrapped RC columns. Here CFRP wrapped RCC column is analyzed using finite element software, ANSYS. The nonlinear analysis is carried out for concentric as well as eccentric loading of the RCC column. The ultimate load capacity of both wrapped and unwrapped reinforced concrete column specimen is determined using three dimensional models. The percentage of difference in ultimate load carrying capacity of experiment and analytical model varies between 2.22% to 7.64%. The percentage of increase in efficiency of wrapped over unwrapped is found to be 14.69%. A parametric study is also conducted by varying the ply orientation of the fiber laminates. The study helps to determine the optimum ply orientation from the six set of ply orientations studied. The optimum ply orientation scheme obtained is 90/90/90/90. The work highlights the suitability of CFRP wrapping for strengthening column.

Keywords: Carbon Fiber Reinforced Polymer, Compression member, Concrete column, Nonlinear analysis, Ply orientation

[1] Anthony J .Wolanski,B.S, Flexural Behaviour of Reinforced and Prestressed Concrete Beams Using Finite Element Analysis, Journal Of Composites For Construction, 2004, 662-670.
[2] Antonio F.Barbosa and Gabriel O.Riberio, Analysis of Reinforced Concrete Structures using ANSYS Nonlinear Concrete Model, Computational Mechanics,1998, 1-5.
[3] R.Santhakumar and E. Chandrasekaran, Analysis of Retrofitted Reinforced Concrete Shear Beams Using Carbon Fiber Composites, Electronic Journal of Structural EngineeringConstruction. 2004,66-74.
[4] Balamuralikrishnan.R and C.AntonyJayasehar, Flexural Behaviour of RC Beam Strengthened With Carbon Fiber Reinforced Polymer Fabrics, The Open Civil Engineering Journal. 3(2), 2009, 102-109.
[5] Job Thomas and AnanthRamaswamy, Nonlinear analysis of shear dominant prestressed concrete beam." Journal of Composite for Construction, 12(4), 2006, 560–566.

Abstract: Chloride ingress into the concrete is à major cause of steel corrosion. This leads to breakdown of passive film layer present over the surface of steel bar and consequently initiation of corrosion take place. This reduces the strength and serviceability of RC structure. Present paper deals with the study of load carrying capacity and load deflection behavior of NBS RC beam under different levels of corrosion. To overcome the problems of time consuming and experimental cost, finite element methods are used to simulate the real life problems and analysis of present study is carried out using FE method. It is observed that for every percentage increase in corrosion level there is about 1.8% decrease in load carrying capacity.
Keywords - Load, Corrosion, Deflection, RC beam, Solid65, Link8, Concrete, Reinforcement

[1] I. Saifullah, M. A. Hossain, S. M. K. Uddin, M. R. A. Khan and M. A. Amin, Nonlinear Analysis of RC beam for different shear reinforcement patterns by finite element analysis, International Journal of Civil & Environmental Engineering, 11(01), 2011, 86-98.
[2] Y. Yuan and Ji Yongsheng, Modelling corroded section configuration of steel bar in concrete structures, Construction and building materials, 23(6), 2009, 2461-2466.
[3] ANSYS Commands Reference, (2012), ANSYS Inc., http:/www.ansys.com.
[4] J. G. MacGregor, Reinforced Concrete Mechanics and Design, Prentice-Hall, Inc.,Englewood Cliffs, NJ. 1992.
[5] Xiaoming Yang and Hongqiang Zhu, Finite Element Investigation on load carrying capacity of corroded RC beam based on Bond-Slip, Jordan Journal of Civil Engineering, 6(1), 2012, 134-146.

Abstract: In predicting the likely behaviour of precast prestressed concrete T-beam in fire using advanced finite element methods, an improved numerical model using the 3-Dimensional non-linear finite element program ANSYS has been developed in order to investigate the thermal effects on the structures subjected to the ASTM E119 standard fire. A novel approach to the time-variant nonlinear finite-element analysis of concrete structures exposed to fire has been presented. The main novelty of the proposed formulation was to create an effective link between the simulation of thermal process and the finite element structural analysis. For this, the thermal properties of concrete have been assumed to be independent from the stress state, however; thermo-structural coupling achieved the proposed approach more general than the other procedures. This study set out to investigate the behaviour of simply supported prestressed concrete structural elements having restraint level subjected to standard ASTM E119 fires.In the analysis, high- temperature material properties and various restraint levels are discussed to determine failure. Results from the analysis indicate that fire scenario, concrete cover, depth of the section, position of strand, support condition and restraint levels have a significant influence on the fire resistance of PC T-beam.

Keywords- Fire Resistance, Prestressed Concrete T-beam, Thermo-structural Analysis, Nonlinear analysis, Restraint mechanism, ASTM E119, ANSYS.

[1] Woods H , Fire resistance of prestressed concrete, Journal of Structural Engineering, 1960, Vol. 86: 53–56, No. 11.
[2] Selvaggio SL and Carlson CC, Fire resistance of prestressed concrete beams study: influence of aggregate and load intensity, PCI Journal, 1964, Vol. 6: 10–25, No. 4.
[3] Franssen JM and Bruls A, Design and tests of prestressed concrete beams. In: Proceedings of 5th International Symposium on Fire Safety Science London, International Association for Fire Safety Science, 1997, pp. 1081–1092.
[4] Anderson N E and Laurisden D H, TT-roof slabs, Technical Report. Danish Institute of Fire Technology, 1999.
[5] Wenzhong Zheng and Xiomeng Hou, Experiment and Analysis of PC Simply-supported slab subjected Fire, School of Civil Engineering, Harbin Institute of Technology, Harbin, P R China, 2007.

Abstract: Building codes are the most apt guidance available in design and construction of structures to ascertain the adequate resistance to seismic forces. Analyses of structures are mostly carried out by presuming the base of structures to be fixed. Nevertheless, the soil below foundation varies the earthquake loading and lateral forces acting on a structure.Present study investigates the effect of soil flexibility on variation of spectral acceleration coefficient and base shear obtained by following the seismic provisions of Indian seismic code (IS 1893), Euro code (EC8) and international building code (IBC) in RC buildings with various shapes of shear walls .Study shows that the value of base shear obtained as per IBC code in C shape shear wall building is highest compared to other codes.
Keywords –Base shear, Design response spectrum, Seismic codes, Shear wall, Soil flexibility, Soil-structure interaction.

[1] G.Mylonakis, A.Nikolaou, and G. Gazetas, Soil-pile-bridge seismic interaction: kinematic and inertial effects. Part I: soft soil, Earthquake Engineering and Structural Dynamics, 26, 1997, 337–359.
[2] R. Roy and S.C. Dutta, Differential settlement among isolated footings of building frames: the problem, its estimation and possible measures, International Journal of Applied Mechanics and Engineering, 6, 2001, 165–186.
[3] R. Roy and S.C. Dutta, Effect of soil–structure interaction on dynamic behaviour of building frames on grid foundations, Proc.Structural Engineering Convention, 2001,pp. 694.
[4] J. Bielak, Dynamic behaviour of structures with embedded foundations, International Journal of Earthquake Engineering and Structural Dynamics, 3, 1975, 259–274.
[5] J. P. Stewart, G. L. Fenves and R. B. Seed, Seismic soil–structure interaction in buildings I: analytical method, Journal of Geotechnical and Geoenvironmental Engineering, American Society of Civil Engineers, 125, 1999, 26–37.