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

Abstract: Interlocking Concrete Block Pavement (ICBP) technology has been introduced in India in construction, a decade ago, for specific requirement namely footpaths and parking areas etc. Now ICBP is being adopted extensively in different uses where the conventional construction of pavement using hot bituminous mix or cement concrete technology is not feasible or desirable. In this investigation, various properties such as compressive strength, split tensile strength, bending strength and water absorption of paver blocks consisting of crushed granite, unconventional materials such as kadapa and broken paver for various percentage replacements of coarse aggregate are studied as per IS 15658:2006.
Key words: IS 15658:2006, ICBP, kadapa, broken paver aggregate.

[1] Neville A.M., Properties of concrete, Third edition, 1981, ELBS, London.
[2] IS 15658:2006, Precast concrete blocks for paving- Specification, BIS, New Delhi, India.
[3] IS 456:2000, Plain and Reinforced concrete-code of practice, BIS, New Delhi, India.
[4] IS 383:1970, Specification for coarse and fine aggregate from natural sources for concrete, second revision, BIS, New Delhi, India.
[5] IS 8112:1989, Specification for 43 grade Ordinary Portland Cement, BIS, New Delhi, India.

Abstract: In this present investigation, mat footing resting on sand was considered.Theload test has been carried out with coir fibre of different length reinforced in sand. It is observed that, the applied bearing pressure versus settlement response of different coir fiber lengths is significantly larger than that for the unreinforced case and settlement reduction factor increases significantly with increase in length of fibre.
Keywords: coir fibre, Load test,mat footing,settlement reduction factor.

[1] Gerald P. Raymond (1992), "Reinforced sand behaviour overlying compressible sub grades", Journal of Geotechnical Engineering, Vol. 118, No. 11, 1663-1680.
[2] P.Vinod, AjithaB. Bhaskar, S. Sreehari (2009), "Behaviour of a square footing on loose sand reinforced with braided coir rope", Geotextiles and Geomembranes, vol. 27(2009), 464-474.
[3] Praveen kumargupta, Swami Saran and Ravikant Mittal (2006), "Behavior of fiber reinforced sand in different test conditions", Indian Geotechnical Journal, vol. 36, No. 3, 2006, 272-282.
[4] Binquet.J.&Lee.K.L.(1975), "Bearing Capacity Analysis of Reinforced Earth Slabs", Jnl. of Geotechnical Engg. Division, Proc, ASCE, Vol. 101, No Gt12, 1257-1276.
[5] Consoli, N.C., Preitto, P.D.M., and Ulbrich, L.A. (1998), Influence of fiber and cement addition on behavior of sandy soil, J. Geotech. Geoenviron. Eng., 124(12), 1211-1214.

Abstract: Embankment dams are structures used for water storage, energy production, flood control and irrigation. One of the main causes of the embankment dam failure is seepage. Numerical analysis using computer programs are widely used to model a variety of seepage flow conditions in embankment dams. Numerical analysis of an embankment dam is a process in which the problem is represented as it appears in the actual condition of real world and is interpreted in abstract form. Finite Difference (FDM), Finite Element (FEM), Boundary Element (BEM) methods are the important numerical techniques commonly used in the computational mechanics field. This paper presents the application of mathematical modeling of seepage in embankment dams. Various software used in the analysis of embankment dams like MODFLOW, SEEP/W, ANSYS, PLAXIS, PDEase2D, SVFLUX, etc., are discussed with reported case studies. Each software has its own advantages and limitations, which are discussed briefly in the paper.
Keywords - Embankment dam, Finite Element Method, Numerical Analysis, Seepage, Software

[1] USBR (U.S. Department of Interior Bureau of Reclamation), Design Standard No.13, Chapter 8: Seepage Phase 4 (Final), RECLAMATION Managing Water in the West, 2011, 1-90.
[2] Snehal P. Abhyankar, Shekhar D. Bhole (2011). Application of FEM in Civil Engineering Applications, International Journal of Earth Sciences and Engineering, 4 (6) SPL, 2011, 748-751.
[3] S.S. Rao., The FEM in engineering (Peegamon Press, Oxford, Great Britain, 1989).
[4] Kolawole Adisa Olonade and Oluwole Akinyele Agbede, A Study of Seepage through Oba Dam Using Finite Element Method, Civil and Environmental Research , 3(3),2013.
[5] Kishan Kakarla, Numerical Analysis of Seepage in Earth Slopes, West Virginia University, 2005.

Abstract: Reinforced concrete frames are infilled by brick or concrete-block masonry walls. The presence of infill in reinforced concrete structures can decisively alter the behavior of the structure under lateral loading. The increase in overall stiffness and strength is the positive effect of the presence of the infill. The analytical models for masonry infill are the macro modeling based on a physical understanding of the behavior of each infill panel as a whole, represented by a single structural member termed as equivalent diagonal strut and the micro models, where each infill panel is represented with a fine mesh of finite elements.. The presence of infill is studied by several authors and developed various models to understand the behavior and proposed diagonal strut model to incorporate the effect of Solid infill. Opening in the infill to accommodate the windows and doors for functional reasons are the inevitable part of infill. The presence of opening in the infill reduces the lateral stiffness of the infill frames. The primary objective of this paper is to investigate the reduction in initial lateral stiffness of the infilled frames with openings over that of solid infilled frames and propose a reduction factor for the diagonal strut for the infill with openings.
Keywords – Diagonal Strut, Infilled frames, Openings, Micro models, Strut width

[1] Mallick, D. V., and Severn, R. T., (1967), "The Behaviour of Infilled Frames under Static Loading", Proceedings of the Institution of Civil Engineers, Vol. 38, pp 639-656.
[2] Riddington, J.R., and Stafford Smith, B., (1977), "Analysis of Infilled Frames Subjected to Racking with Design Recommendations", Journal of Structural Engineer, Vol. 55, No. 6, pp 263-268.
[3] King, G. J. W. and Pandey, P. C., (1977), " The Analysis of Infilled Frames using Finite Elements", Proceedings of the institution of Civil Engineers, Part 2, Vol. 65, pp 749-760.
[4] Liauw, T. C., and Kwan, K. H., (1983), "Plastic Theory of Non-Integral Infilled Frames" Proceedings of the Institution of Civil Engineers, Part 2, Vol. 75, pp. 379-396.
[5] Dhanashekar, M., and Page, A.W., (1986), "Influence of brick masonry infill properties on the behaviour of infilled frames" 65, Proceedings of the institution of Civil Engineers, Part 2, 81, 1986, pp. 593-605. 760.

Abstract: The Indian Code for steel design IS: 800 recommends the polynomial model to predict the moment-rotation behaviour of double web angle (DWA) connections. The size parameters that influence the behaviour of DWA connections are the depth and thickness of web angle and the bolt gauge distance. A nominal air gap distance of not more than 10 mm is provided between beam and column, while assembling the connections for fabrication conveniences. This air gap distance is found to have considerable influence on the connection flexibility and the ultimate moment capacity as observed from the earlier studies on other type of beam column connections. Hence, numerical studies are conducted by varying the air gap distance to study its influence on the connection behaviour. Finite element (FE) modeling of DWA connection is carried out based on the previous experimental program. The performance of developed FE model is validated by comparison with experimental results and then the models are utilized to carry out the parametric study to understand the influence of air gap distance on the moment-rotation behaviour of DWA connections.
Keywords - air gap distance, double web angle connections, moment-rotation behaviour, polynomial model, semi-rigid analysis.

[1] K.M. Mc Mullin and A. Astanch, Analytical and Experimental Studies of Double-Angle Framing Connections, Report No. UCB/SEMM-88/14, Department of Civil Engineering, University of California, Berkeley, California, 1988.
[2] N. Kishi and W.F. Chen, Moment-Rotation Relations of Semi-rigid Connections with Angles, Journal of Structural Engineering, 116, 1990, 1813-34.
[3] J.G. Yang, T.M. Murray and R.H. Plant, Three-dimensional finite element analysis of double angle connections under tension and shear, Journal of Constructional Steel Research, 54, 2000, 227-244.
[4] K. Hong, j.g. Yang and S.K. Lee, Parametric study of double angle framing connections subjected to shear and tension, Journal of Constructional Steel Research, 57(7-12), 2001, 997-1013.
[5] J.G. Yang and G.Y. Lee, Analytical models for the initial stiffness and ultimate moment of a double angle connection, Engineering Structures, 29, 2006, 542-551.

Abstract: Fiber reinforced polymer (FRP) composites are playing a vital role in repair and rehabilitation application, due to their inherent tensile properties. Epoxy polymers are used as bonding agent in the FRP applications. As epoxy is moisture sensitive, it is very much required to tailor them to make it hydrophobic to control the delamination of epoxy at interface. In the present study, functional modification of epoxy by using nano SiO2 has been conducted. Micro-analytical characterization techniques have been conducted to study the interaction of nano SiO2 with epoxy resin. It is found that matrix toughening has increased due to nano modification leading to increased hydrophobicity. Based on the experimental findings, it is concluded that the nano blended epoxy resin for FRP composites can be an effective repair binder for retrofitting of berdges.
Keywords: FRP, Epoxy, Polymer nanocomposites, Retrofit

[1] Y Qi, Li Guang-xian, Huang Ya-jiang, Mao Yi-ming, and Lei Cai-hong, Study on the phase behavior of EP/TPU blends by using the small angle light scattering method, Acta Polym. 1, 2003, 68–72.
[2] Wei Chun, Tan Song-ting, Liu Ming-na, Wang Xia-yu, Morphology, mechanical, properties and thermal stability of epoxy resin= liquid crystalline polymer blends, [J]. Acta Polymerica, 2, 2002, 187–191.
[3] G.J. Song, Polymeric nano-metered composites, Mater. Rep, 4, 1996, 57– 60.
[4] M.Q. Zhang, M.Z. Rong, S.L. Yu, B.Wetzel, K. Friedrich, Effect of particle surface treatment on the tribological performance of epoxy based nanocompositess Wear, 253, 2002, 1086–1093.
[5] Q Chen, I Chasiotis, C Chen, and A Roy, Nanoscale and Effective Mechanical Behavior and Fracture of Silica Nanocomposites, Composites Sciences and Technology, 68(15-16), 2008, 3137-3144.

Abstract: Modeling monsoon flows are difficult as they are characterized by irregularly spaced spiky large events and sustained flows of varying duration. This paper investigates the efficiency of the couple wavelet-autoregression model (WR) for forecasting monsoon flows in a large river. WR combines two techniques, discrete wavelet transform (DWT) and autoregression (AR). DWT decomposes the original flow time series (OFTS) into its constituent wavelet components. Thereafter, a modified flow time series (MFTS) is obtained by removing the noise and recombining effective wavelet components. WR is an autoregression model implemented upon MFTS. The performance of WR models are evaluated using monsoon flows of the Kosi River at Barahchhetra gauge-site. During monsoon (June to September), the Kosi carries large flows submerging a large part of Bihar State of India. The results of the study show that the proposed WR models forecast river flows more reliably than autoregression (AR) and artificial neural network (ANN) models, developed for the comparison purpose. The best performing WR model, with three previous days' flows as inputs, predicted the Kosi flows with 90.4% accuracy, while the best ANN and AR models forecasted them with only 87.8% and 82.2% accuracies respectively. In addition, WR models predicted relatively reasonable estimates for the extreme flows, showing little bias for under- or overprediction.
Keywords - Artificial neural network, autoregression, discrete wavelet transform, floods, Kosi, India

[1] J. F. Adamowski, River flow forecasting using wavelet and cross-wavelet transform models, Hydrological Processes, 22, 2008, 4877-4891.
[2] O. Kisi, and J. Shiri, Discussion on Precipitation Forecasting Using Wavelet-Genetic Programming and Wavelet-Neuro-Fuzzy Conjunction Models." Water Resources Management, 2012, DOI 10.1007/s 11269-012-0060-y.
[3] L. C. Smith, D. L. Turcotte, and B. Isacks, Stream flow characterization and feature detection using a discrete wavelet transform, Hydrological Processes, 12, 1998, 233–249.
[4] D. Labat, R. Ababou, and A. Mangin, Rainfall-runoff relation for karstic spring, part 2. Continuous wavelet and discrete orthogonal multi resolution analyses, Journal of Hydrology, 238, 2000, 149-178.
[5] C.M. Chou, and R.Y. Wang, On-line estimation of unit hydrographs using the wavelet-based LMS algorithm, Hydrological Science Journal, 47, 2002, 721–738.

Abstract:Computational Fluid Dynamics simulations of the flow patterns and pressure distributions around scaffolds clad by debris netting were undertaken using Fluent. The models were verified using full-scale data from the Silsoe experimental site and from wind tunnel investigations of the permeability of scaffold nets and from fully clad scaffold models. The simulations show that for net clad scaffolds the Eurocode provisions are correct for the pressure coefficients on windward and side faces. However, for leeward faces a net scaffold a pressure coefficient of zero can be used.
Keywords - Scaffold structures, Wind loads, Computational fluid dynamics, Pressure coefficients

[1] Beale R.G. (2007), "Review of Research into Scaffold Structures". Civil Engineering Computations: Tools and Techniques, Saxe-Coburg Publications, Ch 12, 271-300.
[2] Williams, C.J.K. (1994), "The structural design of fabric structures to resist wind loading", Proceedings of the Conference into Wind Loading on Temporary Structures, Buxton, HSE, UK.
[3] Hoxey, R. (1994), "Full-scale studies of wind-loading on light-weight structures, windbreaks and walls at Silsoe Research Institute", Proceedings of the Conference into Wind Loading on Temporary Structures, Buxton, HSE, UK.
[4] Huang, S., Li, Q.S. and Xu, S. (2007), "Numerical evaluation of wind effects on a tall steel building by CFD", J. Const. Steel Res., 63(4), 448-459.
[5] Amoroso, S., Hebert, K. and Levitan, M., (2010), "Wind tunnel tests for mean wind loads on partially clad structures". J. Wind Eng. Ind. Aerod., 98(12), 689-700.

Abstract: Study of tornadoes is fairly old, however, the dynamic response of structures subjected to tornadoes has not been studied by many. Some of the studies are based on experimental approaches. A few investigators have followed analytical methods. To our knowledge, no study has been reported so far on dynamic analysis of structures subjected to tornadoes using STAAD Pro software. Here, we report the dynamic response of R C framed buildings under the tornadic wind loads. The response of two, eight and twelve (2 bay), twenty and forty (2 and 3 bay both) storied RC plane frame have been investigated using the scaled tornado velocity time history of Fujita's record. The Fujita record has been converted to horizontal and vertical forces at each floor level for analysis. Displacement response under tornodic forces has been found fifty times more than the response obtained using basic wind speed (50m/ s) as per IS code.
Keywords - Tornado Time History, R C framed building, Plane frame, Dynamic response, Fujita's record.

[1] J.P. Finley, Report on Character of Six Hundred Tornadoes, Prof. Papers of the Signal Service No. vii (details not available), 1884
[2] C.C. Chang, First real man made tornado is generated in laboratory cage by space scientists at the catholic University of America, News item of PI of CUA, 1966.
[3] C.C. Chang, Tornado wind effects on buildings and structures with laboratory simulation, Proceedings of the Third International Conference on Wind Effects on Buildings and Structures, Tokyo, 1971, 213–240.
[4] C.C. Chang, What we learned from tornado of Lubbock, Texas, USA, May 11, 1970, Proceedings of the Third Conference on Wind Effects on Buildings and Structures, Tokyo, 1971, 471–480.
[5] C.C. Chang and C.A. Wan, Measurement of a velocity field in simulated tornado-like vortex using a three dimensional velocity probe, J. Atmos. Sci. 28 ,1972, 116–127.

Abstract: The subgrade of any pavement plays an important role in load bearing and support of traffic in the form of foundation. The present study describes the use of Flyash (an industrial by product), hydrated lime, lime/flyash and geogrid was used to stabilize a soft soil of highway subgrade so that a firm working platform could be provided for pavement construction. The first objective of the study was, evaluated the soil properties like particle size, liquid limit, plastic limit, plasticity index and identified as a soft soil. Second objective of the study was, improving of the bearing capacity of soft soil by using flyash, lime, lime/flyash as a admixture and geogrids as a reinforcement. California Baring Ratio (CBR) and Unconfined Compression (UCC) tests were conducted in the laboratory on the soil alone; soil-flyash mixture, soil-flyash-lime mixture and placement of geogrids at different layers of soil. From our study, the inclusion of geogrids at various layers of soil improved the bearing capacity when compared to the other mixtures (soil-flyash mixture, soil-flyash-lime mixture)
Keywords – Bearing capacity, california bearing ratio, flyash, geogrid, subgrade, unconfined compression.

[1] A.K. Bera, A. Ghosh, A. Ghosh, Compaction characteristics of pond ash, J. Mater. Civil Eng. ASCE, 19 (4) (2007), pp. 349–357
[2] A.M. DiGioia, W.L. Nuzzo, Fly ash as structural fill, J. Power Div. ASCE, 98 (1) (1972), pp. 77–92
[3] A. Ghosh, C. Subbarao, Strength characteristics of class F fly ash modified with lime and gypsum, J. Geotech. Geoenv. Eng. ASCE, 133 (7) (2007), pp. 757–766
[4] R.K. Ghosh, L.R. Chadda, C.S. Pant, R.K. Sharma, Stabilization of alluvial soil with lime and fly ash, Indian Road Congress, 35 (2) (1973), pp. 489–511
[5] K. Kazimierowicz-Frankowska, Influence of geosynthetic reinforcement on the load-settlement characteristics of two-layer subgrade, Geotextiles Geomembranes, 25 (6) (2007), pp. 366–376