Fig. 1
Conventional bridge [3[3] Giles, R.K. and Spencer Jr, B.F., 2015. Development of a long-term, multimetric structural health monitoring system for a historic steel truss swing bridge. Newmark Structural Engineering Laboratory. University of Illinois at Urbana-Champaign.]
Fig. 2
Damaged expansion joints and their effects on the substructure [6[6] Lin, C.C.J., Hung, H.H., Liu, K.Y. and Chai, J.F., 2010. Reconnaissance observation on bridge damage caused by the 2008 Wenchuan (China) earthquake. Earthquake spectra, 26(4), pp.1057-1083.]
Fig. 3
Typical IAB with single span [7[7] Greimann, L. and Wolde-Tinsae, A.M., 1988. Design model for piles in jointless bridges. Journal of Structural Engineering, 114(6), pp.1354-1371.]
Fig. 4
Standard IAB Details [11[11] Naji, M. and Khalim, A.R., 2014. Integral Abutment Bridges-Development of Soil Model for Soil-Structure Interaction in Time History Analysis. International Journal of Engineering Research and Development, 10(3), pp.31-40.]
Fig. 5
Conventional model for deck design [33[33] Majka, M. and Hartnett, M., 2008. Effects of speed, load and damping on the dynamic response of railway bridges and vehicles. Computers & Structures, 86(6), pp.556-572.]
Fig.6
Conventional model for deck-abutment design [33[33] Majka, M. and Hartnett, M., 2008. Effects of speed, load and damping on the dynamic response of railway bridges and vehicles. Computers & Structures, 86(6), pp.556-572.]
Fig. 7
Finite element model for construction stage proposed [34[34] Firoozi, A.A., Taha, M.R., Firoozi, A.A. and Khan, T.A., 2014. Evaluation of Physical Properties of Clays Mixed with Silica Sand (Penilaian Ciri-ciri Fizikal Tanah Liat Dicampur Pasir Silika). Jurnal Kejuruteraan (Journal of Engineering), 26, pp.77-82.]
Fig. 8
Soil modeling in finite element model [34[34] Firoozi, A.A., Taha, M.R., Firoozi, A.A. and Khan, T.A., 2014. Evaluation of Physical Properties of Clays Mixed with Silica Sand (Penilaian Ciri-ciri Fizikal Tanah Liat Dicampur Pasir Silika). Jurnal Kejuruteraan (Journal of Engineering), 26, pp.77-82.]
Fig. 9
Stress state behind the abutment [50[50] Vahedifard, F., Leshchinsky, B.A., Mortezaei, K. and Lu, N., 2015. Active earth pressures for unsaturated retaining structures. Journal of Geotechnical and Geoenvironmental Engineering, 141(11), p.04015048.]
Fig. 10
Variation of passive soil pressure factor [59[59] Liu, Z., He, F., Huang, T.Q. and Jiang, M.D., 2019. Additional earth pressure of retaining wall caused by vehicle load. Journal of highway and transportation research and development (English edition), 13(1), pp.16-23.]
Fig. 11
Passive pressure coefficient [61[61] Bal, A.R.L., Hoppe, U., Dang, T.S., Hackl, K. and Meschke, G., 2018. Hypoplastic particle finite element model for cutting tool-soil interaction simulations: Numerical analysis and experimental validation. Underground Space, 3(1), pp.61-71.]
Fig. 12
Earth pressure distribution for frame abitment [64[64] Bond, A. and Harris, A., 2006. Decoding eurocode 7. CRC Press.]
Fig. 13
The maximum displacement at the topof the abutment [67[67] Canadian Geotechnical Society., 1978. Canadian Foundation Engineering Manual, Montreal, Quebec.]
Fig. 14
Relationship betweenwall displacement and earth pressure sand in NCHRP [65[65] Griffiths, D.V. and Fenton, G.A., 2008. Risk assessment in geotechnical engineering (pp. 381-399). Hoboken, New Jersey: John Wiley & Sons, Inc.]
Fig. 15
Relationship between deformation by increasing soilpressure [65[65] Griffiths, D.V. and Fenton, G.A., 2008. Risk assessment in geotechnical engineering (pp. 381-399). Hoboken, New Jersey: John Wiley & Sons, Inc.]
Fig. 16
Effect of wall movement on wall pressure Naval Pressure Facilities Command [65[65] Griffiths, D.V. and Fenton, G.A., 2008. Risk assessment in geotechnical engineering (pp. 381-399). Hoboken, New Jersey: John Wiley & Sons, Inc.]
Fig. 17
Elastoplastic diagram of nonlinear springs restraining the abutment back wall [65[65] Griffiths, D.V. and Fenton, G.A., 2008. Risk assessment in geotechnical engineering (pp. 381-399). Hoboken, New Jersey: John Wiley & Sons, Inc.]
Fig. 19
Typicalp-y curves for laterally loaded piles in soft clay [79[79] Medjitna, L. and Amar Bouzid, D., 2019. A numerical procedure to correlate the subgrade reaction coefficient with soil stiffness properties for laterally loaded piles using the FSAFEM. International Journal of Geotechnical Engineering, 13(5), pp.458-473.]
Fig. 20
Typical p-y curves for piles in stiff caly [81[81] Reese, L.C., 1984. Handbook on design of piles and drilled shafts under lateral load (No. FHWA-IP-84-11).]
Fig. 21
Typical p-y curves for sand [83[83] Reese, L.C., Cox, W.R. and Koop, F.D., 1974. Analysis of laterally loaded piles in sand. Offshore Technology in Civil Engineering Hall of Fame Papers from the Early Years, pp.95-105.]
Fig. 22
Typical elastoplastic p-y curves [87[87] Marteau, J., Bouvier, S. and Bigerelle, M., 2015. Review on numerical modeling of instrumented indentation tests for elastoplastic material behavior identification. Archives of Computational Methods in Engineering, 22(4), pp.577-593.]
Fig. 23
Typical soil resistance of clay [93[93] RP2A-WSD, A.P.I., 2007. American petroleum institute recommended practice for planning, designing and constructing fixed offshore platforms-working stress design. American Petroleum Institute, Washington.]
Fig. 24
Typical soil resistance of sand [93[93] RP2A-WSD, A.P.I., 2007. American petroleum institute recommended practice for planning, designing and constructing fixed offshore platforms-working stress design. American Petroleum Institute, Washington.]
Fig. 25
Initial modulus of subgrade reaction of different sand [93[93] RP2A-WSD, A.P.I., 2007. American petroleum institute recommended practice for planning, designing and constructing fixed offshore platforms-working stress design. American Petroleum Institute, Washington.]
Fig. 26
Cantilever idealization of the pile for the fixed head state [94[94] Stefanidou, S.P., Sextos, A.G., Kotsoglou, A.N., Lesgidis, N. and Kappos, A.J., 2017. Soil-structure interaction effects in analysis of seismic fragility of bridges using an intensity-based ground motion selection procedure. Engineering Structures, 151, pp.366-380.]
Fig. 27
Cantilever idealizationidealism of the pile for the pinned head state [94[94] Stefanidou, S.P., Sextos, A.G., Kotsoglou, A.N., Lesgidis, N. and Kappos, A.J., 2017. Soil-structure interaction effects in analysis of seismic fragility of bridges using an intensity-based ground motion selection procedure. Engineering Structures, 151, pp.366-380.]
Fig. 28
Equivalent cantilevers for fixed head pile embedded in uniform soil [95[95] Far, N.E., Maleki, S. and Barghian, M., 2015. Design of integral abutment bridges for combined thermal and seismic loads. Earthquakes and Structures, 9(2), pp.415-430.]
Fig. 29
Equivalent cantilevers for pinned head pile embedded in uniform soil [95[95] Far, N.E., Maleki, S. and Barghian, M., 2015. Design of integral abutment bridges for combined thermal and seismic loads. Earthquakes and Structures, 9(2), pp.415-430.]
Fig. 30
Moment curvature relation [102[102] Khatibinia, M., Salajegheh, E., Salajegheh, J. and Fadaee, M.J., 2013. Reliability-based design optimization of reinforced concrete structures including soil-structure interaction using a discrete gravitational search algorithm and a proposed metamodel. Engineering Optimization, 45(10), pp.1147-1165.]
Fig. 31
Plastic hinge simulation [102[102] Khatibinia, M., Salajegheh, E., Salajegheh, J. and Fadaee, M.J., 2013. Reliability-based design optimization of reinforced concrete structures including soil-structure interaction using a discrete gravitational search algorithm and a proposed metamodel. Engineering Optimization, 45(10), pp.1147-1165.]
Fig. 32
Typical simple single degree of freedom system [110[110] Kotsoglou, A.N. and Pantazopoulou, S.J., 2009. Assessment and modeling of embankment participation in the seismic response of integral abutment bridges. Bulletin of Earthquake Engineering, 7(2), p.343.]