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

Abstract: Laced Steel-Concrete composite (LSCC) system is a new form of Steel-Concrete Composite (SCC) system developed recently by the authors[1]. From the experimental studies conducted on LSCC beam, it is found that the system possess enormous ductility with support rotation of about 13º. From finite element analysis, the support rotation achieved by LSCC beam is found to be around 20º and tensile plate failure mode is observed. In this study, analytical model for determining the load displacement behaviour of LSCC beams under monotonic loading by using effective moment of inertia is proposed. Validation of the proposed analytical model is carried out by using the numerical analysis results. Proposed model gives an initial estimate of load and deformation capacity of LSCC beams.
Keywords - Effective moment of inertia, finite element analysis, steel-concrete composite construction, shear connector, strut and tie model

[1] N. Anandavalli, N. Lakshmanan, G.M. Samuel Knight, Nagesh R. Iyer, and J. Rajasankar, Performance of Laced Steel-Concrete Composite (LSCC) beams under monotonic loading, Engineering Structures, 41, 2012, 177-185.
[2] A. Thirumalaiselvi, and N. Anandavalli, Numerical investigations on static response of laced steel-concrete composite slabs, Proceedings of Intl. conf. on advances in civil, structural and mechanical engineering, Hong Kong, 2013, 37-41.
[3] B Mc Kinely, and L.F. Boswell, Behaviour of double skin composite construction, Journal of Construction Steel Research, 58(10), 2002, 1347-1359.
[4] M. Xie, N. Foundoukos, and J.C. Chapman, Static tests on steel – concrete- steel sandwich beams, Journal of Construction Steel Research,63(6), 2007, 735-750.
[5] J.Y.R. Liew, and K.M.A. Sohel, Lightweight steel – concrete –steel sandwich system with J-hook connectors, Engineering Structures, 31(5), 2009, 1166-1178.

Abstract: Soft storey collapse is one of the reasons for failure of framed structures during an event of an earthquake. Such irregularities are highly undesirable in the buildings built in earthquake prone areas. In such buildings, the stiffness of the lateral load resisting systems at that storey is quite less compared to other storeys.Pushover analysis is a nonlinear static approach for the seismic analysis of structures subjected to permanent vertical load and gradually increasing lateral load at very large strains up to failure. Considering these aspects in mind, the present work focuses on the seismic performance of soft storey Reinforced Concrete (RC) frames using pushover analysis. For this purpose, ETABS, finite element software has been used. Typical two dimensional RC frames having soft storey are modeled and their seismic performance with varying stiffness ratio at different storey levels have been evaluated using pushover curves. Base shear carried, roof displacement experienced, status of performance point and number & status of hinges formed are the parameters used to quantify the performance of RC frames.It is inferred that structures with soft storey are most vulnerable to seismic excitation. They possess lower lateral load carrying capacity and experience increased roof displacement.
Keywords -Pushover analysis,Plastic hinge, RC frames, Soft storey, Stiffness ratio

[1] N. Pokar, B. J. Panchal and B. A. Vyas, Small scale modelling on effect of Soft Storey, International Journal of Advanced Engineering Technology, vol. 4, no. 3, pp. 53-55.
[2] R. G. Khan, and P. M. R. Vyawahare, Pushover Analysis of Tall Building with Soft storeys at Different Levels, International Journal of Engineering Research and Applications, vol. 3, no. 4, 2013, pp. 176–185.
[3] M. R. Amin, P. Hasan and B. K. M. A. Islam, Effect of Soft Storey on Multistoried Reinforced Concrete Building Frame, 4th Annual Paper Meet and 1st Civil Engineering Congress, Dhaka, Bangladesh Noor, 2011, pp. 267–272.
[4] J. N. Arlekar and S. K. Jain, Seismic Response of RC Frame Buildings with Soft First Storeys, Proceedings of the CBRI Golden Jubilee Conference on Natural Hazards in Urban Habitat, New Delhi, 1997.
[5] P. B. Lamb and R. S. Londhe, Seismic Behavior of Soft First Storey, IOSR Journal of Mechanical and Civil Engineering , vol. 4, no. 5, 2012, pp. 28–33.

Abstract: The behaviour of the building duringearthquakesdependscritically on its overallshape, size and geometry. Buildings with simple geometry in plan have performedwell, during thepast strongearthquakes. But buildings with H shape in plan, have sustainedsignificant damages. So the proposedprojectattempts to evaluate the effect of plan irregularityon the response of the structure. In the present study,the behaviour of G+20 storied R.C frame buildings (Rectangular and H shape in plan, having same plan area) subjected to earthquake,located in seismic zone III isdiscussedbrieflyusing ETABS software. Gravity loads and laterals loads as per IS 1893-2002 are applied on the structure and it is designed using IS 456. Displacement control pushover analysis is carried out.
Keywords: Same plan area; Irregular structure; Pushover analysis; Seismic assessment

[1] M.Mouzzoun, O.Moustachi, A.Taleb2, S.Jalal," Seismic performance assessment of reinforced concrete buildings using pushover analysis" ISSN: 2278-1684 Volume 5, Issue 1 (Jan. - Feb. 2013), PP 44-49
[2] Pankaj Agrawal and Manish Shrikhande, "Earthquake Resistant Design of Structures", PHI Learning Private Limited, May 2010, pp. 234-238.
[3] Applied Technology Council, ATC-40. Seismic evaluation and retrofit of concrete Buildings, California, 1996; Vols. 1 and 2.
[4] Federal Emergency Federal Agency, FEMA-356.Prestandard and Commentary for Seismic Rehabilitation of Buildings. Washington DC, 2000
[5] Mehmet Inel, HayriBaytanOzmen, M. Inel, H.B. Ozmen / Engineering Structures,"Effects of Plastic Hinge Properties in Nonlinear Analysis of Reinforced Concrete Buildings", pp. 1494–1502, 2006.

Abstract: Shear walls are specially designed structural walls which are incorporated in buildings to resist lateral forces that are produced in the plane of wall due to earthquake, wind and flexural members. This paper presents the study and comparison of the difference between the earthquake behavior of buildings with and without shear wall using STAAD.pro.
Keywords: Analysis and comparison, Earthquake behavior, Shear wall, STAAD.pro.

[1] Alpa Sheth (2008), "Effect of Perimeter Frames in Seismic Performance of Tall Concrete Buildings with Shear Wall Core and Flat Slab System." The 14th World Conference on Earthquake Engineering, October 12-17, 2008, Beijing, China.
[2] Anshuman. S, Dipendu Bhunia , Bhavin Ramjiyani (2011), "Solution of Shear Wall Location in Multi-Storey Building." International journal of civil and structural engineering Volume 2, no 2, 2011.
[3] Dr. B. Kameshwari, Dr. G. Elangovan, P. Sivabala, G.Vaisakh (2011). "Dynamic Response of High Rise Structures Under the Influence of Discrete Staggered Shear Walls." International Journal of Engineering Science and Technology, ISSN: 0975-5462 Vol. 3 No.10 October 2011.
[4] T. Fatima, S. Fawzia and A. Nasir (2011), "Lateral movements in composite high-rise buildings under Seismic Action." Proceedings of the 2011 World Academy of Science, Engineering and Technology conference, pp. 937-945, Issue 60, December 2011, Thailand.
[5] Wakchaure M.R, Ped S. P (2012), "Earthquake Analysis of High Rise Building with and Without In filled Walls." International Journal of Engineering and Innovative Technology (IJEIT) Volume 2, Issue 2, August 2012.

Abstract: Inadequate space in urban settings has set forth a challenging trend to go deeper into the ground, and increase the space required for providing public amenities, parking and for housing utilities. Closely spaced structures in the vicinity of excavation, presence of underground utilities, and restriction of lateral ground movements have made the supporting systems a formidable task to execute. Deep excavations are supported by systems like conventional retaining walls, sheet pile walls, braced walls, diaphragm walls and pile walls etc. Deep excavations are designed to be stable and to limit deformations due to excavation to acceptable levels on adjacent buildings. In this study, 2D Finite element model is developed using PLAXIS to represent the performance of diaphragm wall on the stress distribution and deformation characteristics of ground below adjacent structure at vulnerable locations. The analysis is carried out considering non-linear behavior of soil using Mohr-coulomb failure criteria. An typical building load is idealized and its effect on excavation and supporting system is analyzed in terms of bending moment, shear force and displacement of diaphragm wall. Results of the study reveal that diaphragm wall method is stable to limit ground movements under buildings considerably and the excavation can be carried beyond 25m safely.
Keywords: Deep excavation; Diaphragm wall; Finite element analysis; Non-linear behavior; Mohr Coulomb Model.

[1] Korff, Mandy, Tol, A. Frits van. "Failure coat analysis of 50 deep excavations in The Netherlands". Deltares/Cambridge, Delft, The Netherlands/Cambride,UK.
[2] Won-Pyo Hong, Young-Suk-Song, Jung-Mann Yun and Jung-Geun Han., " Lateral earth pressure and horizontal displacement of diaphragm wall in multi-layered ground" . Department of Civil and environmental engineering, Chung-Ang university,KOREA.
[3] Ahmed A. Mohamed., (2013) " Interaction Between Diaphragm Wall And Adjacent Deep Foundation", Geotechnical institute- TU Bergakademie Freiberg Gustav-Zeuner Str. 1 Freiberg, Germany.
[4] Plaxis, (2006), "Reference Manual", Delft University of Technology And Plaxis B.V., The Netherlands.
[5] Wong.L.W., Lin.H, Patron.B.C., (1993) " Design Of Diaphragm Walls For TRTS Deep Excavation", Vol.B,pp.318-328, Taipei.

Abstract: Utilization of industrial and agricultural waste in the industry has been the focus of research for economical, environmental and technical reasons. Sugarcane bagasse ash (SCBA), an industrial waste, is hazardous, if disposed off in normal environment. However, is being used as fuel in the same sugarcane mill that leaves 8-10% ash containing unburnt matter, silica and alumina. As crystallization of minerals occurs at high temperatures, these ashes are not so reactive. Hence, in order to increase the reactivity between the cement and SCBA use of activators, mineral admixtures and plasticizers is essential depending upon the required conditions. The Chemical properties of SCBA and Fly Ash are nearly same. Fly ash is already being used as replacement for cement in concrete but SCBA is not that widely used, which encouraged us to take up this topic for the project. This SCBA is produced in abundant quantity in places surrounding Bagalkot. So, an attempt is made to compare the results of compressive strength and split tensile strength of the specimens with and without the replacement of Sugarcane bagasse ash. Specimens are prepared for Normal Strength (less than 50MPa) and High Strength (above 50MPa) concrete. Specimens for M20, M40, M60 and M80 grade of concrete are cast and the same results are discussed further.
Keywords– Sugarcane Bagasse Ash, Activator, Plasticizer, Fly Ash, Crystallization

[1] Ajay Goyal, Anwar A.M, Hattori Kunio and Ogata Hidehiko (2007). "Properties of sugarcane bagasse ash and Its Potential as Cement-Pozzolana binder." Department of Environmental Engineering, United Graduate School of Agricultural Sciences, Tottori University, Japan
[2] Ganesan K, Rajagopal K, Thangavel K (2007). "Evaluation of bagasse ash as supplementary cementitious material." Cement and Concrete Composites, Volume 29 (6), 515-524
[3] Cordeiro G.C, Toledo Filho R.D, Tavares L.M, Fairbairn E.M.R (2008)."Pozzolanic activity and filler effect of sugar cane bagasse ash in Portland cement and lime mortars." Cement and Concrete Composites 30, 410-418
[4] Nuntachai Chuslip, Chai Jaturapitakkul, Kriwood Kiattikomol (2009)."Utilization of bagasse ash as a pozzolanic material in concrete." Construction and Building Materials 23 (2009) 3352–3358
[5] Almir Sales, Sofia Araujo Lima (2010). "Use of Brazilian sugarcane bagasse ash in concrete as sand replacement." Construction and Building Materials, Volume 35, October 2012, Pages 829-837

Abstract: The usual practice in the analysis of reinforced concrete frame structures is to analyse the frames with skeleton members comprising of only slabs, beams and columns. However, in reality the structures also possess masonry infill within most of the frames, but they are ignored in the models so as to minimize the computational works. Researchers have indicated that the frames comprising of masonry panels behave significantly stiffer as compared to bare frames. Masonry infill walls are mainly used to increase initial stiffness and strength of reinforced concrete frame buildings. In the present study, it is attempt to highlights the performance of masonry infilled reinforced concrete frames with and without opening under seismic forces. The opening is expressed in terms of various percentages. Currently publications like FEMA-273 and ATC-40 contain provisions for the calculation of stiffness of infilled frames mainly by modelling infill as an 'Equivalent diagonal strut'. In this paper an intermediate frame of a simple building (G+3) is considered for modelling of infill frame with and without opening using the equivalent diagonal strut using the software ETABS. It is concluded that the effect of opening in the masonry decreases the lateral stiffness in the frame and reduction factor, λ can be used as a multiplication factor to calculate the reduced equivalent width of diagonal strut. Later deflection and drift do not increase considerably beyond 40-50% of opening.
Keywords- Equivalent Diagonal Strut, Masonry infilled frame, Opening percentage, Seismic

[1] V.K.R. Kodur, M.A. Erki, and J.H.P. Quenneville, Seismic Analysis of Infilled frames, Journal of Structural Engineering, Vol.25, No.2, 1996, 95-102.
[2] Panagiotis G. Asteris, Ioannis P Giannopoulos, and Christis Z. Chrysostomou, Modelling of Infilled Frames With Openings ,The Open Construction and Building Technology Journal, Volume 6,(Suppl 1-M6), 2012, 81-91.
[3] P.G. Asteris, Finite Element Micro-Modelling of Infilled frames, Electronic Journal of Structural Engineering, (8) 2008, 1-11.
[4] P.G. Asteris, S.T. Antoniou, D.S. Sophianopoulos, and C.Z. Chrysostomou, Mathematical Modelling of Infilled Frames: State of the Art, Journal of Structural Engineering, December 2011,1508-1517.
[5] IS: 1893 (Part 1), (2002), Indian Standard Criteria for Earthquake Resistant Design of Structures, General provisions and Buildings, Bureau of Indian Standards, New Delhi, India.

Abstract: In the recent past many tall buildings are being built in India. The impact of wind loads are to be considered for the design of tall multistoried buildings. Several failures of structures have occurred in India due to wind. The IS 875 Part-3 deals with wind loads on different types of structures. Modern Tall buildings designed to satisfy lateral drift requirements, still may oscillate excessively during wind storm. These oscillations can cause some threats to the tall building as buildings with more and more height becomes more vulnerable to oscillate at high speed winds. This study presents the wind effects on buildings with different aspect ratio using ETABS. The models are categorized based on storey height and aspect ratio of the building. Frame models with increasing in the aspect ratio from 0.25 to 2 are considered and effect of wind load on gravity load is studied. Also the effect of wind load on height of building is studied by varying number of stories from 3 to 20 storey's. All the frame models are idealized as 3D models, and analyzed using the software ETABS. Variations of bending moment and axial force in columns are considered to study the behavior of frames. From the study it is concluded that wind effect reduces as aspect ratio of the building reduces.
Keywords - wind effects, aspect ratio, storey height, ETABS

1. B. Dean Kumar and B.L.P. Swami, "Wind effects on tall building frames-influence of dynamic parameters", Indian Journal of Science and Technology, Vol. 3, No. 5.May 2010, 583-587.
2. Swati D.Ambadkar, and Vipul S. Bawner, "Behaviour of multistoried building under the effect of wind load", International Journal of Applied Sciences and Engineering Research, Vol. 1, Issue 4, 2012.
3. Jawad Ahmed and H S Vidyadhar, "Wind Analysis and Design of Multi Bay Multi Storey 3D RC Frame" International Journal of Engineering Research & Technology (IJERT) Vol. 2 Issue 9, September – 2013.
4. IS-875 (1987) Code of practice for design loads for building and structures. Part-3 wind loads. Published by Bureau of Indian Standards.
5. IS-875 (1987) Code of practice for design loads for building and structures. Part-5 load combinations. Published by Bureau of Indian Standards.

Abstract: The degree and level of soil engineering problems run high and become multifold in case of expansive soils which exhibit the characteristics of swelling and shrinkage. The widespread of the black cotton soil in the city of Chitradurga has posed challenges and problems to the construction activities. A task was therefore undertaken to investigate and improve the engineering properties of Chitradurga black cotton soils so that a better understanding is facilitated for practicing civil engineers, when dealing with these types of soil. Bellary Thermal Power Station at Kudutini (Bellary District, Karnataka), located at about 150 km from Chitradurga, generates huge quantity of fly ash and the fly ash management is posing serious problem. Considering the proximity and availability aspects, Bellary fly ash was used as a stabilizer for black cotton soil. This paper investigates the effect of fly ash treatment on Chitradurga black cotton soil to improve their index, compaction and strength properties.
Keywords - Black cotton soil, Compressive Strength, Flyash, Stabilization, Swelling potential.

[1] Bell. F. G., "Stabilization and treatment of clay soils with lime"-Part-1, Basic Principles of Ground Engineering, vol -21-1,1988, 10-15.
[2] Shivapullaiah. P.V. et al, "Effect of fly ash on the index properties of black cotton soil", Soils and Foundations, vol- 36, 1996, 97-104.
[3] Uppal. H.L. et al., "A Resume on the Use of Flyash in Soil Stabilization", Road Research papers, 1965, No.95.
[4] Amarjit Singh, "Use of lime-fly ash in soil stabilization for roads", Journal Of Indian Roads Congress, vol-XXX-1, 1967, 143.
[5] Amos. D. F. et al, "The effect of soil fly Ash on soil physical characteristics", Proceedings of Third Mineral Waste Utilization Symposium, Chicago, 1972, 95-104.

Abstract: Major earthquakes of the last few decades have generated a great deal of interest in structural control systems, to mitigate seismic hazards to lifeline structures - in particular, bridges. The vast destruction during earthquakes underscores the importance of finding more rational and substantiated solutions for protection of bridges. One of the most promising devices, considered as a structural control system, is seismic isolation. A benchmark problem on Highway Bridge has been developed to compare the performance and effectiveness of different control systems in protecting bridges from earthquakes. In the present study, response of the bridge, with sliding isolator is investigated with conventional Friction Pendulum System (FPS), under six earthquake ground motions. The problem is based on the highway over-crossing at Southern California, USA. It is concluded that with the installation of sliding isolators, the seismic response of the bridge under near-fault motions can be controlled significantly.
Keywords: Benchmark Highway Bridge, Structural control, Seismic Isolation, Friction Pendulum System, Lead Rubber Bearing.

[1] Agrawal, A., and Tan, P. (2009). "Benchmark structural control problem for a seismically excited highway bridge-Part II:
Phase I Sample control designs", Structural Control and Health Monitoring, 16, 2009,530-548.
[2] Constantinou, M. C., Mokha, A. S., and Reinhorn, A. M. "Teflon bearings in base isolation II: modeling", Journal of Structural
Engineering (ASCE), 116, 1990, 455-474.
[3] Jangid, R. S. "Stochastic response of bridges seismically isolated by friction pendulum system", Journal of Bridge Engineering,
ASCE, 13, 2008,319-330.
[4] Kunde, M. C., and Jangid, R. S. "Effects of pier and deck flexibility on the seismic response of isolated bridges", Journal of
Bridge Engineering, ASCE, 11(1),2006,109-121.
[5] SIMULINK, The Math Works Inc., 1997, Natick, Massachusetts.

Abstract: The disastrous effects of earthquake on the structures are magnified by the presence of irregularities in the structures. Presence of re-entrant corners in buildings is one of the major deficiencies in buildings causing stress concentration and torsion related problems in the event of an earthquake. The present work focuses on the behavior of buildings with irregularities in the form of re-entrant corners and its strengthening. A four storey L - shaped building is analyzed using response spectrum and pushover analysis methods. Subsequently analysis was also carried out on structures strengthened by the introduction of shear walls and bracings. Results of analysis confirmed the improvement in base shear carrying and roof drifts capacity of the frames by the introduction of retrofitting methodologies.
Keywords - Base Shear, Pushover Analysis, Re-entrant corners, Response Spectrum Analysis, Roof Top Displacement.

[1] IS- 1893- Part I: 2002, Criteria for Earthquake Resistant Design of Structures,Bureau of Indian Standards, New Delhi.
[2] Sujay Deshpande and Chandradhara G. P, Seismic Performance of R.C. Frames Irregular in Elevation from Pushover Analysis,4th Protect proceedings,2013.
[3] Naresh Kumar B. G. and Avinash Gornale, (2012) ,Seismic Performance Evaluation of Torsionally Asymmetric Buildings , International Journal of Science and Engineering Research, Volume 3, Issue 6, ISSN 2229-5518.
[4] ETABS Nonlinear v9.6, Extended Three-dimensional Analysis of Building Systems, Computers and Structures Inc., Berkeley, California, USA, 1995.
[5] Applied Technology Council (ATC 40) document, Seismic Evaluation and Retrofit of Concrete Buildings, Vol. 1, Report no. SSC 96-01, California, 1996.