Journal articles: 'Piling (Civil engineering) Soil mechanics Foundations'

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Harris, Devin K., Amir Gheitasi, Theresa M. Ahlborn, and Kevin A. Mears. "Evaluation of Properties of Constructed Tubular-Steel Cast-in-Place Pilings." Transportation Research Record: Journal of the Transportation Research Board 2363, no. 1 (January 2013): 36–46. http://dx.doi.org/10.3141/2363-05.

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Bridge foundations contribute significantly to the serviceability and efficiency of in-service transportation networks. Foundation failure may lead to catastrophic failure of the entire structure, which in turn results in system failure, loss of life, and detours. When the soil within ground surface layers fails to satisfy the bearing capacity requirements, deep foundations such as tubular-steel concrete-filled piles are commonly used in practice. A challenge that often exists with these systems is the uncertainty surrounding in-service capacity as well as condition, which is difficult to determine from the surface. As a consequence, transportation agencies such as the Wisconsin Department of Transportation use conservative approaches, such as neglecting the tubular-steel contribution or bounding the compressive strength of the core concrete, to design these systems. This approach, while effective for safety, can yield overly conservative and costly designs. The main purpose of this investigation was to evaluate the behavior of tubular-steel, concrete-filled, cast-in-place pilings, with a concentration on the compressive strength and composite behavior between concrete core and steel shell. In this regard, a series of experimental studies, including composite and noncomposite compression loading, core samples, push-through, and flexural testing together with a compatible finite element analysis, were conducted on a series of field-cast piles with different geometrical properties. The results indicated that the steel shell made a significant contribution to the axial loading capacity of the cast-in-place piles. Moreover, no evidence of bond loss was observed during the corresponding experimental studies.

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Xeidakis, G. S., A. Torok, S. Skias, and B. Kleb. "ENGINEERING GEOLOGICAL PROBLEMS ASSOCIATED WITH KARST TERRAINS: THEIR INVESTIGATION. MONITORING, AND MITIGATION AND DESIGN OF ENGINEERING STRUCTURES ON KARST TERRAINS." Bulletin of the Geological Society of Greece 36, no. 4 (January 1, 2004): 1932. http://dx.doi.org/10.12681/bgsg.16679.

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The design and construction of civil engineering structures in karst regions confronts many problems due to unpredictable location, dimensions and geometry of the karst structure and voids. Karst terrain is one of the most intricate grounds to be assessed for civil engineering purposes. Conventional methods of site exploration like desk studies, site reconnaissance, borings, test pits, geophysical techniques, have their advantages and disadvantages; none of them are 100% accurate; therefore they should be used in concert, adapted to each project, the available budget and the undertaken risk. As not two sides are identical in karst, site investigation should be tailored to each site. Factors that should be considered when designing site investigation in karst are: maturity of karst landforms, depth of the karst features, overburden thickness, lateral extent of the karst features, hydrogeology of the area, laoding, etc. The main problems confronted by engineers designing structures on or in karst terrain are: difficulties in excavation and grading the ground over pinnacled rockheads; collapse of the roof over subsurface voids, subsidence of cover soil over sinkhole, difficulties in founding a structure over an irregular or pinnacled rockhead, loss of water from dam reservoirs, pollution of groundwater, etc. A number of solutions have been practiced by engineers to solve these problems like: relocating the structure on a safer site, filling the voids and the fractures with concrete, improving the foundation ground with grouting and/or geogrids, replacing foundation soil, bridging the voids with rigid mats orbeams, using deep foundations (piling, drilled shafts, etc.), minimizing future sinkhole development by controlling surface and ground water, etc.

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Li, Mingyu, Yanqing Wei, Yunlong Liu, and Junwei Jin. "A Framework for Interpreting Lateral Swelling Pressure in Unsaturated Expansive Soils." Advances in Civil Engineering 2021 (February 2, 2021): 1–15. http://dx.doi.org/10.1155/2021/6626835.

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Lateral swelling pressure (LSP) develops when expansive soil volume increment associated with water infiltration is restrained in a confined domain, for example, due to construction of civil infrastructure. In this paper, initially a flowchart is developed to highlight various key factors that influence the LSP mobilization according to lab and field studies collected from previous literature studies. Then extending unsaturated soil mechanics, a theoretical framework is proposed for illustrating the LSP mobilization in the field against retaining structures and pile foundations under different boundary conditions, respectively. An example problem for a basement wall and a pile foundation constructed in a typical expansive soil from Regina, Canada, is presented to illustrate the proposed theoretical framework. The framework and corresponding analysis presented in this paper can facilitate to provide rational designs of geotechnical infrastructures in expansive soils.

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Zhang, Chao, Chengwang Wu, and Piguang Wang. "Seismic Fragility Analysis of Bridge Group Pile Foundations considering Fluid-Pile-Soil Interaction." Shock and Vibration 2020 (August 3, 2020): 1–17. http://dx.doi.org/10.1155/2020/8838813.

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The cross-sea bridges play an important role to promote the development of regional economy. These bridges located in earthquake-prone areas may be subjected to severe earthquakes during their lifetime. Group pile foundations have been widely used in cross-sea bridges due to their structural efficiency, ease of construction, and low cost. This paper investigates the seismic performance of bridge pile foundation based on the seismic fragility analysis. Based on the analysis platform OpenSees, the three-dimensional finite model of the bridge pile foundation is developed, where the pile-water interaction is replaced by the added mass method, nonlinear p-y, t-z, and q-z elements are used to simulate pile-soil interaction, and the displacement of the surface ground motion due to seismic excitations is applied on all spring supports. The seismic fragility curves of the bridge pile foundation are generated by using the earthquake records recommended by FEMA P695 as input motions. The curvature ductility based fragility curves are obtained using seismic responses for different peak ground accelerations. The effects of pile-water interaction, soil conditions, and different types of ground motions on the bridge pier fragilities are studied and discussed. Seismic fragility of the pier-group pile system shows that Sec C (the bottom section of the pier) is the most vulnerable section in the example fluid-structure-soil interaction (FSSI) system for all four damage LSs. The seismic responses of Sec E (a pile section located at the interface of the soil layer and water layer) are much lower than other sections. The parameter analysis shows that pile-water interaction has slight influence (less than 5%) on the fragility curves of the bridge pier. For the bridge group pile foundations considering the fluid-pile-soil interaction, PNF may induce larger seismic response than far-field (FF) and no-pulse near field (NNF). The bridge pile foundation in stiff soil is most vulnerable to seismic damage than soft condition.

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Zahafi, Amina, and Mohamed Hadid. "Simplified frequency-independent model for vertical vibrations of surface circular foundations." World Journal of Engineering 16, no. 5 (October 7, 2019): 592–603. http://dx.doi.org/10.1108/wje-05-2019-0145.

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Purpose This paper aims to simplify a new frequency-independent model to calculate vertical vibration of rigid circular foundation resting on homogenous half-space and subjected to vertical harmonic excitation is presented in this paper. Design/methodology/approach The proposed model is an oscillator of single degree of freedom, which comprises a mass, a spring and a dashpot. In addition, a fictitious mass is added to the foundation. All coefficients are frequency-independent. The spring is equal to the static stiffness. Damping coefficient and fictitious mass are first calculated at resonance frequency where the response is maximal. Then, using a curve fitting technique the general formulas of damping and fictitious mass frequency-independent are established. Findings The validity of the proposed method is checked by comparing the predicted response with those obtained by the half-space theory. The dynamic responses of the new simplified model are also compared with those obtained by some existing lumped-parameter models. Originality/value Using this new method, to calculate the dynamic response of foundations, the engineer only needs the geometrical and mechanical characteristics of the foundation (mass and radius) and the soil (density, shear modulus and the Poisson’s ratio) using just a simple calculator. Impedance functions will no longer be needed in this new simplified method. The methodology used for the development of the new simplified model can be applied for the resolution of other problems in dynamics of soil and foundation (superficial and embedded foundations of arbitrary shape, other modes of vibration and foundations resting on non-homogeneous soil).

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Dash, Sujit Kumar. "Influence of Relative Density of Soil on Performance of Geocell-Reinforced Sand Foundations." Journal of Materials in Civil Engineering 22, no. 5 (May 2010): 533–38. http://dx.doi.org/10.1061/(asce)mt.1943-5533.0000040.

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de Albuquerque, Paulo José Rocha, David de Carvalho, Roberto Kassouf, and Nelson L. Fonte. "Behavior of Laterally Top-Loaded Deep Foundations in Highly Porous and Collapsible Soil." Journal of Materials in Civil Engineering 31, no. 2 (February 2019): 04018373. http://dx.doi.org/10.1061/(asce)mt.1943-5533.0002582.

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Ali, Ahmed Majeed, and Huda Khales Kareem. "Statistical and Numerical Study on the Performance of Skirted Foundations in Clayey Soil." International Review of Civil Engineering (IRECE) 12, no. 1 (January 31, 2021): 20. http://dx.doi.org/10.15866/irece.v12i1.18713.

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Song, Liang-Long, Tong Guo, and Xin Shi. "Seismic Analysis of Low-Rise Self-Centering Prestressed Concrete Frames considering Soil-Structure Interaction." Shock and Vibration 2019 (December 11, 2019): 1–13. http://dx.doi.org/10.1155/2019/2586452.

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In this study, the seismic behavior of low-rise self-centering (SC) prestressed concrete frames considering soil-structure interaction (SSI) is presented. For this purpose, a typical 4-story SC concrete frame, with and without flexible foundations, is analyzed through nonlinear dynamic analysis. Ground motion sets with two hazard levels are selected for analysis. A conventional reinforced concrete (RC) frame is also studied, and the structural demands of the RC and SC frames are compared in terms of peak and residual drifts, base shear, residual settlement, and rotation of foundation. The analysis results show that considering soil-structure interaction generally increases the peak and residual drift demands and reduces the base shear and connection rotation demands when compared to fixed base conditions. For the cases with and without flexible foundations, the SC frame is found to have comparable peak story drifts with the RC frame and have the inherent potential of significantly reducing the residual drifts. The seismic analysis results of the frames with flexible bases show that the RC and SC frames can experience foundation damage due to excessive residual foundation rotations after the maximum considered earthquake (MCE).

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Chaudhary, Muhammad Tariq A. "Effect of soil-foundation-structure interaction and pier column non-linearity on seismic response of bridges supported on shallow foundations." Australian Journal of Structural Engineering 17, no. 1 (January 2, 2016): 67–86. http://dx.doi.org/10.1080/13287982.2015.1116178.

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Al-Gahtani, Husain Jubran, and Saheed Kolawole Adekunle. "A boundary-type approach for the computation of vertical stresses in soil due to arbitrarily shaped foundations." World Journal of Engineering 16, no. 3 (June 10, 2019): 419–26. http://dx.doi.org/10.1108/wje-02-2018-0051.

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Purpose This paper aims to present a simple, yet accurate and efficient, formulation for computing the vertical soil stresses due to arbitrarily distributed surface pressures or loads over an arbitrarily shaped area. Design/methodology/approach By leveraging on the strength of Green’s theorem, the present approach is based on the formulation of the classical Boussinesq solution as a boundary-type problem over an arbitrarily shaped simply- or multiply-connected loaded region. The accuracy of the developed formulation was exemplified through a number of illustrative examples, which included both simply- and multiply-connected loaded areas. Findings The results of the test examples presented in this work indicated a high degree of accuracy and flexibility of the developed approach despite its simplicity. Originality/value The main contribution of the present work is the introduction of an efficient meshless approach and an algorithm that can be implemented in few lines of code on any programing platform, as either a stand-alone program or a computational module in larger engineering software packages.

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Guo, Wenyan, Bingnan Hu, Junying Zhang, Qingtong Chen, Xinguo Jia, and Jianghua Li. "Research on the Settlement Regulation and Stability of Large Building Foundation over Gobs: A Case Study in the Xiangcheng Coal Mine, China." Shock and Vibration 2021 (May 11, 2021): 1–17. http://dx.doi.org/10.1155/2021/5533098.

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Due to the acceleration of urbanization in China, the land use and new building construction in mining subsidence areas are increasing. However, a large high-rise building (100 m × 80 m × 100 m) was planned to be built above gob areas in the Xiangcheng Mine subsidence area. According to the analysis of the borehole exploration data, borehole TV observations, and theoretical calculations, there were broken bedrock and developmental fractures in the fracture and caved zones above the gob areas. In addition, the depth affected by the building load is less than 9 m from the top of the fracture zone; thus, the stabilities of the gobs are low. Then, through the theoretical analysis of the space stress, compression settlement of foundation soil, and residual settlement of the gob and coal pillar under loads, combining the similar simulation study on settlement characteristics of foundation soil and gobs, the total settlement of the foundation can be regarded as the vector superposition of the compression settlement and residual settlement; then, the maximum settlement is calculated as 555 mm and the maximum tilt is 14.9 mm/m under the building load, which are greater than the permissible values of 200 mm and 2 mm/m, indicating that the foundation’s stability is inadequate. Therefore, the treatment measures of the deep pile group foundations in the soil layer and grouting reinforcement in the gobs were simultaneously put forward to effectively improve the stability of the building foundations.

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Moghaddas Tafreshi, S. N., S. M. A. Ghotbi Siabil, and Mehran Azizian. "EPS Geofoam Pavement Foundations Overlaid by Geocell-Reinforced Soil under Static Loading: Large-Scale Tests and Numerical Modeling." Journal of Materials in Civil Engineering 33, no. 4 (April 2021): 04021014. http://dx.doi.org/10.1061/(asce)mt.1943-5533.0003615.

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Prendergast, L. J., D. Hester, and K. Gavin. "Development of a Vehicle-Bridge-Soil Dynamic Interaction Model for Scour Damage Modelling." Shock and Vibration 2016 (2016): 1–15. http://dx.doi.org/10.1155/2016/7871089.

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Damage detection in bridges using vibration-based methods is an area of growing research interest. Improved assessment methodologies combined with state-of-the-art sensor technology are rapidly making these approaches applicable for real-world structures. Applying these techniques to the detection and monitoring of scour around bridge foundations has remained challenging; however this area has gained attraction in recent years. Several authors have investigated a range of methods but there is still significant work required to achieve a rounded and widely applicable methodology to detect and monitor scour. This paper presents a novel Vehicle-Bridge-Soil Dynamic Interaction (VBSDI) model which can be used to simulate the effect of scour on an integral bridge. The model outputs dynamic signals which can be analysed to determine modal parameters and the variation of these parameters with respect to scour can be examined. The key novelty of this model is that it is the first numerical model for simulating scour that combines a realistic vehicle loading model with a robust foundation soil response model. This paper provides a description of the model development and explains the mathematical theory underlying the model. Finally a case study application of the model using typical bridge, soil, and vehicle properties is provided.

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Rajkumar, Karmegam, Ramanathan Ayothiraman, and Vasant A. Matsagar. "Effects of Soil-Structure Interaction on Torsionally Coupled Base Isolated Machine Foundation under Earthquake Load." Shock and Vibration 2021 (May 20, 2021): 1–18. http://dx.doi.org/10.1155/2021/6686646.

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In this paper, the influence of soil-structure interaction (SSI) on a torsionally coupled turbo-generator (TG) machine foundation is studied under earthquake ground motions. The beneficial effects of base isolators in the TG foundation under earthquake ground motions are also studied duly, considering the effects of SSI. A typical TG foundation is analyzed using a three-dimensional finite element (FE) model. Two superstructure eccentricity ratios are considered to represent the torsional coupling. Soft soil properties are considered to study the effects of SSI. This research concludes that the effects of torsional coupling alter the natural frequencies, if ignored, could lead to unsafe design. The deck accelerations and displacements are increased with an increase in superstructure eccentricity. On the other hand, the deck accelerations and displacements are greatly reduced with the help of base isolators, thus confirming the beneficial use of base isolators in machine foundations to protect the sensitive equipment from the strong earthquake ground motions. However, the effects of SSI reduce the natural frequencies of the TG foundation resting on soft soil conditions and activate the higher mode participation, resulting in amplifying the response.

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Tian, Yang, Qilin Shu, Zhifeng Liu, and Yujie Ji. "Vibration Characteristics of Heavy-Duty CNC Machine Tool-Foundation Systems." Shock and Vibration 2018 (September 25, 2018): 1–12. http://dx.doi.org/10.1155/2018/4693934.

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Vibration characteristics of heavy CNC machine tools are directly affected by their foundations. To analyze vibrations of heavy CNC machine tools caused by internal and external loads, a system dynamics model of a rigid-flexible coupled heavy-duty CNC machine tool-foundation system was established based on the multibody transfer matrix method. Since joint surfaces can seriously affect the accuracy of system mechanics models, the substructure synthesis method was first used to establish a dynamic model of the joint surface. The frequency response function was then used to identify model parameters. Moreover, to improve the accuracy of parameter identification of the joint surface, a residual frequency compensation function was used to reconstruct the frequency response function. Finally, the multibody system model was implemented by combining surface elements. To verify the system dynamics model, an experimental model of the heavy-duty machine-foundation system was built, taking into consideration joint surface factors, and the theoretical model was validated by comparing theoretical, simulation, and experimental results. Using the theoretical model, the influence of different forms of concrete foundations, materials, and soil properties on the vibration characteristics of heavy-duty CNC machine tools was analyzed, thus providing a theoretical basis for optimizing and improving CNC machine tools.

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Simpson, D., M. Rouainia, and G. Elia. "Mineralogical and Micro-structural Investigation into the Mechanical Behaviour of a Soft Calcareous Mudstone." Rock Mechanics and Rock Engineering 54, no. 6 (March 31, 2021): 2707–22. http://dx.doi.org/10.1007/s00603-021-02426-x.

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AbstractThe construction industry in Abu Dhabi is thriving and its coastline has some of the most ambitious structures in the world. Whilst the subsurface evaporitic and calcareous soft rocks of this region are of great geological interest, they are relatively poorly understood from a geotechnical engineering perspective, forcing foundation designs to be overly conservative. Understanding the stiffness of the underlying geology at small strains is of great importance for the accurate estimation of ground movements around excavations and foundations, and yet routine post-SI laboratory testing programmes tend to focus on basic rock mechanics tests such as UCS tests. These procedures are generally unsuitable for use with calcareous rocks due to their friable and moisture sensitive nature, and rarely obtain parameters representative of actual in situ behaviour. The calcareous mudstone investigated in this paper has mechanical and structural characteristics falling between those of a soil and those typical of a rock and, as such, requires a geotechnical testing approach that combines methods from both soil and rock mechanics disciplines. The mineralogical, micro-structural and mechanical characteristics of this lithology have been examined via a suite of testing techniques, including XRPD, SEM, advanced triaxial with bender elements, along with industry standard procedures. Shearing, tensile and consolidation behaviours have been explored. Examination of the micro- and macro-scale features of this material shows it to be highly structured, with strength and stiffness being controlled by inter-granular bonding of Dolomite grains, as well as by mean effective stress state and rate of strain. The presence of fibrous Palygorskite acts to reduce the degree of bonding, causing specimens rich in this clay mineral to have a more ductile mechanical behaviour.

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Michalis, Panagiotis, Alessandro Tarantino, Christos Tachtatzis, and Martin D. Judd. "Wireless monitoring of scour and re-deposited sediment evolution at bridge foundations based on soil electromagnetic properties." Smart Materials and Structures 24, no. 12 (November 9, 2015): 125029. http://dx.doi.org/10.1088/0964-1726/24/12/125029.

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Lin, Lan, Adel Hanna, Anup Sinha, and Lucia Tirca. "High-rise building subjected to excessive settlement of its foundation: a case study." International Journal of Structural Integrity 8, no. 2 (April 10, 2017): 210–21. http://dx.doi.org/10.1108/ijsi-05-2016-0019.

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Purpose Differential settlement between foundations’ elements induces additional stresses in the structural elements. In general, the amount of settlement that a structure can undergo without distress is large, provided that the structure settles uniformly. However, based on the fact that the soil under the foundation may not be uniform in nature and the loads transferred from the superstructure to the foundation are variable, differential settlements between the foundation elements are expected. The purpose of this paper is to evaluate the stresses induced in a typical ten-storey reinforced concrete building subjected to excessive differential settlement. Design/methodology/approach In this investigation, excessive differential settlement up to 75 mm is assigned to the center column on the ground floor that represents the most critical case. A three-dimensional finite element model is developed to perform structural analysis using the software SAP2000, and the nonlinear static pushover analysis is performed. Findings The results of this study show that the building behaves elastically up to 25 mm of differential settlement between its foundation elements, which agrees well with the recommendation given in design manuals. Beyond this value, significant inelastic response is observed in the lower floors and decreases gradually in the higher floors and accordingly, some members have consumed the factor of safety and are in the verge of failure. Originality/value Based on the results of this study, recommendations are made for better communication between the structure and the geotechnical engineers to either limit the differential settlements or incorporate these additional stresses during the design stage of the building. Furthermore, the results of the study can be used to recommend to building codes or design manuals to add a load component due to the anticipated differential settlements of the foundation.

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Dong, Yunxiu, Zhongju Feng, Jingbin He, Huiyun Chen, Guan Jiang, and Honghua Yin. "Seismic Response of a Bridge Pile Foundation during a Shaking Table Test." Shock and Vibration 2019 (November 26, 2019): 1–16. http://dx.doi.org/10.1155/2019/9726013.

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Puqian Bridge is located in a quake-prone area in an 8-degree seismic fortification intensity zone, and the design of the peak ground motion is the highest grade worldwide. Nevertheless, the seismic design of the pile foundation has not been evaluated with regard to earthquake damage and the seismic issues of the pile foundation are particularly noticeable. We conducted a large-scale shaking table test (STT) to determine the dynamic characteristic of the bridge pile foundation. An artificial mass model was used to determine the mechanism of the bridge pile-soil interaction, and the peak ground acceleration range of 0.15 g–0.60 g (g is gravity acceleration) was selected as the input seismic intensity. The results indicated that the peak acceleration decreased from the top to the bottom of the bridge pile and the acceleration amplification factor decreased with the increase in seismic intensity. When the seismic intensity is greater than 0.50 g, the acceleration amplification factor at the top of the pile stabilizes at 1.32. The bedrock surface had a relatively small influence on the amplification of the seismic wave, whereas the overburden had a marked influence on the amplification of the seismic wave and filtering effect. Damage to the pile foundation was observed at 0.50 g seismic intensity. When the seismic intensity was greater than 0.50 g, the fundamental frequency of the pile foundation decreased slowly and tended to stabilize at 0.87 Hz. The bending moment was larger at the junction of the pile and cap, the soft-hard soil interface, and the bedrock surface, where cracks easily occurred. These positions should be focused on during the design of pile foundations in meizoseismal areas.

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Ramsey, N., T. Aldridge, G. Pakes, D. Russell, A. Bond, A. M. Ridley, D. R. Beadman, and V. S. Hope. "Book reviewsManual of soil laboratory testing: volume 3, effective stress tests. (2nd edition.) HeadK. H.John Wiley & Sons, Chichester, 1997. 0 471 977959, £75, 428 pp.Teach/me data analysis. Springer Verlag, 1999. 3540 14743 8, £28, 100 pp.International conference on offshore and nearshore geotechnical engineering. SinghS. K. and LacasseS. (eds). A. A. Balkema, Rotterdam, 2000. 90 5809 2119, £57, 488 pp.Recommendations of the ERTC9—bored tunnels. (Geotechnical aspects of the design of shallow bored tunnels in soils and soft rock.)WittkeW. (ed.), International Society for Soil Mechanics and Foundation Engineering. Ernst & Sohn, 1997. 3 433 013209, £35, 130 pp.Characterization of marine clays. TsuchidaT. and NakaseA. (eds). A.A. Balkema, Rotterdam, 1999. 90 5809 104X, £53, 284 pp.Slope stability engineering—volumes 1 and 2. YagiN., YamagamiT. and JiangJ.-C. (eds). A.A. Balkema, Rotterdam, 1999. 9058 09 0795, £95, 1411 pp.Tree root damage to buildings. (Two volumes.) BiddleP. G.. Willowmead Publishing, Wantage, 1998. 0 9533086 0 X, £95 for set, vol. 1 376 pp, vol. 2 299 pp.Field measurements in geomechanics. LeungC. F., TanS. A. and PhoonK. K. (eds). A.A. Balkema, Rotterdam, 1999. 90 5809 0663, £60, 616 pp.Landslide GriffthsJ. S., StokesM. R. and ThomasR. G. (eds). Balkema, Rotterdam, 1999. 90 5809 078 7, £56, 161 pp.The essential guide to the ICE specification for piling and embedded retaining walls. The Federation of Piling Specialists and Thomas Telford, London, 1999. 0 7277 2738 9, £25, 94 pp.Urban ground engineering. Proceedings of the international conference in Hong Kong, China on 11–12 November 1998 organized by the Institution of Civil Engineers. ClarkeB. (ed.). Thomas Telford, London, 1999. 0 7277 2786 9, £55, 353 pp." Proceedings of the Institution of Civil Engineers - Geotechnical Engineering 143, no. 4 (October 2000): 245–48. http://dx.doi.org/10.1680/geng.2000.143.4.245.

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Galindo-Aires, Rubén, Antonio Lara-Galera, and Gonzalo Guillán-Llorente. "Contribution to the knowledge of early geotechnics during the twentieth century: Arthur Casagrande." History of Geo- and Space Sciences 9, no. 2 (August 13, 2018): 107–23. http://dx.doi.org/10.5194/hgss-9-107-2018.

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Abstract. Arthur Casagrande (1902–1981) is one of the main people responsible for the geotechnics that we know today. Born in Haidenschaft, now Slovenia, he went to the United States in 1926 to participate in major civil engineering projects: he graduated in 1924 from the Technische Hochschule in Vienna, Austria. On this visit to the USA he met Karl Terzaghi (1883–1963), the father of soil mechanics and geotechnology, who taught him the basic concepts of this discipline to which Casagrande dedicated the rest of his life. In his early years of work with Terzaghi, Casagrande focused on research studies, such as the development on the limits of Atterberg published in 1932, and the development of equipment for soil trials, such as the Casagrande spoon also developed in 1932. Casagrande not only dedicated himself to research in his early years, but he also carried out studies throughout his professional career, such as those carried out on liquefaction, which he began in 1937 and continued throughout his life. Casagrande not only made important contributions in the field of geotechnology, but also lectured at Harvard University, which he joined in 1932. He also consulted and was involved in several projects for the Army Corps of Engineers of the United States. In addition, Casagrande made an important contribution to the 1st International Conference of Soil Mechanics and Foundations Engineering that took place at Harvard University in 1936. The aim of this paper is to analyze, through the biography of Casagrande, his contribution to the field of geotechnics, based on his research, teaching, and consulting work. Moreover, Casagrande influenced other important people in the field, such as Terzaghi, Peck, and even the work with his brother Leo, and, of course, the influence of these people on Casagrande's team.

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Onyelowe, Kennedy C., Fazal E. Jalal, Michael E. Onyia, Ifeanyichukwu C. Onuoha, and George U. Alaneme. "Application of Gene Expression Programming to Evaluate Strength Characteristics of Hydrated-Lime-Activated Rice Husk Ash-Treated Expansive Soil." Applied Computational Intelligence and Soft Computing 2021 (April 14, 2021): 1–17. http://dx.doi.org/10.1155/2021/6686347.

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Gene expression programming has been applied in this work to predict the California bearing ratio (CBR), unconfined compressive strength (UCS), and resistance value (R value or Rvalue) of expansive soil treated with an improved composites of rice husk ash. Pavement foundations suffer failures due to poor design and construction, poor materials handling and utilization, and management lapses. The evolution of sustainable green materials and optimization and soft computing techniques have been deployed to improve on the deficiencies being suffered in the abovementioned areas of design and construction engineering. In this work, expansive soil classified as A-7-6 group soil was treated with hydrated-lime activated rice husk ash (HARHA) in an incremental proportion to produce 121 datasets, which were used to predict the behavior of the soil’s strength parameters utilizing the mutative and evolutionary algorithms of GEP. The input parameters were HARHA, liquid limit ( w L ), (plastic limit w P , plasticity index I P , optimum moisture content ( w OMC ), clay activity (AC), and (maximum dry density (δmax) while CBR, UCS, and R value were the output parameters. A multiple linear regression (MLR) was also conducted on the datasets in addition to GEP to serve as a check mechanism. At the end of the computing and iterations, MLR and GEP optimization methods proposed three equations corresponding to the output parameters of the work. The responses validation on the predicted models shows a good correlation above 0.9 and a great performance index. The predicted models’ performance has shown that GEP soft computing has predicted models that can be used in the design of CBR, UCS, and R value for soils being used as foundation materials and being treated with admixtures as a binding component.

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Garcia, Jean Rodrigo, and Paulo José Rocha de Albuquerque. "Analysis of the contribution of the block-soil contact in piled foundations." Latin American Journal of Solids and Structures 16, no. 6 (2019). http://dx.doi.org/10.1590/1679-78255565.

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Sun, Lu, Feiquan Luo, and Wenjun Gu. "Elastodynamic Inversion of Multilayered Media via Surface Waves—Part I: Methodologies." Journal of Applied Mechanics 78, no. 4 (April 13, 2011). http://dx.doi.org/10.1115/1.4003282.

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A rigorous theoretical foundation for solving elastodynamic inverse problem of multilayered media under an impulse load is established in this paper. The inversion is built upon the forward dynamic analysis of multilayered elastic media using transfer matrix approach, with which displacement continuity is assumed at the interfaces of upper and lower adjacent layers. Formulations for inverse analysis are derived in both the time domain and the complex frequency domain. Least square estimates and nonlinear optimization algorithms are used to implement parameter identification. The proposed theory and formulae can be utilized to develop a computer software for nondestructive evaluation of laminated civil and aerospace structure (highway and airport pavements, bridge decks, soil foundations, aircraft wing, etc.), exploration and dynamic source detection and identification, and petroleum exploration in geophysics.

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Grodecki, Michał. "Load capacity of the mixed bench and slab foundation. Numerical simulations and analytical calculation model." Studia Geotechnica et Mechanica, April 17, 2021. http://dx.doi.org/10.2478/sgem-2021-0005.

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Abstract The paper presents results of a numerical investigation on load capacity of the mixed bench and slab shallow foundations (often used in the process of the modernization of the old, antique buildings, which are suffering from lack of the load capacity). The main trouble with use of existing analytical approaches is a non-unique foundation level of the bench and slab, they could even be founded on different geotechnical layers. Proposed analytical model based on Brinch Hansen (EC-7) approach could deal with such a problem. Results of 2D and 3D numerical modelling (ultimate load of the foundation) are compared to the obtained by using the proposed approach. Influence of the soil above the foundation level is also investigated. Different width to length ratios of the foundation are analyzed (from “short” to “long” foundations). Usability of the proposed analytical model in engineering practice is proved by numerical simulations; the obtained results are on the safe side with quite acceptable margin of additional safety.

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Khennouf, Abdelaziz, and Mohamed Baheddi. "Bearing capacity of a square shallow foundation on swelling soil using a numerical approach." World Journal of Engineering ahead-of-print, ahead-of-print (August 7, 2021). http://dx.doi.org/10.1108/wje-01-2021-0005.

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Purpose The estimation of bearing capacity for shallow foundations in swelling soil is an important and complex context. The complexity is due to the unsaturated swelling soil related to the drying and humidification environment. Hence, a serious study is needed to evaluate the effect of swelling potential soil on the foundation bearing capacity. The purpose of this paper is to analyze the bearing capacity of a rough square foundation founded on a homogeneous swelling soil mass, subjected to vertical loads. Design/methodology/approach A proposed numerical model based on the simulation of the swelling pressure in the initial state, followed by an elastoplastic behavior model may be used to calculate the foundation bearing capacity. The analyses were carried out using the finite-difference software (FLAC 3 D) with an elastic perfectly plastic Mohr–Coulomb constitutive model. Moreover, the numerical results obtained are compared with the analytical solutions proposed in the literature. Findings The numerical results were in good agreement with the analytical solutions proposed in the literature. Also, reasonable capacity and performance of the proposed numerical model. Originality/value The proposed numerical model is capable to predict the bearing capacity of the homogeneous swelling soil mass loaded by a shallow foundation. Also, it will be of great use for geotechnical engineers and researchers in the field.

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Journal articles on the topic 'Piling (Civil engineering) Soil mechanics Foundations'

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