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  1. Journal articles

Academic literature on the topic 'Foundation strips'

Author: Grafiati
Published: 4 June 2021
Last updated: 13 February 2022

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Journal articles on the topic "Foundation strips"

1

Birinci, Ahmet, Mehmet Çakıroğlu, and Ragıp Erdöl. "Two Strips Problem Resting on an Elastic Foundation." Mathematical and Computational Applications 7, no. 3 (2002): 275–86. http://dx.doi.org/10.3390/mca7030275.

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2

Xirouchakis, Paul C., and George N. Makrakis. "Edge Crack in an Elastic Strip on a Liquid Foundation." Journal of Ship Research 33, no. 03 (1989): 214–20. http://dx.doi.org/10.5957/jsr.1989.33.3.214.

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The behavior of a long elastic strip with an edge crack resting on a liquid foundation is investigated. The faces of the crack are opened by an applied pressure loading. The deformation of the strip is considered within the framework of the linear theory of elasticity assuming plane-stress conditions. Fourier transform techniques are employed to obtain integral expressions for the stresses and displacements. The boundary-value problem is reduced to the solution of a Fredholm integral equation of the second kind. For the particular case of linear pressure loading, the stress-intensity factor is calculated and its dependence is shown on the depth of the crack relative to the thickness of the strip. Application of the present results to the problem of flexure of floating ice strips is discussed.
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3

Olchawa, Andrzej, and Andrzej Zawalski. "Comparison of shallow foundation design using Eurocode 7 and Polish Standard." Journal of Water and Land Development 20, no. 1 (2014): 57–62. http://dx.doi.org/10.2478/jwld-2014-0007.

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Abstract Bearing capacity of cohesive soils was calculated based on PN-B-03020:1981P and Eurocode 7. Strength parameters of cohesive soil modified by the authors: shear strength in undrained conditions cu, effective cohesion c' and effective friction angle φ' were adopted for calculations acc. to Eurocode 7. Values of these parameters depend on a leading parameter - liquidity index IL. Bearing capacity was calculated for two pad foundations of a size B × L = 2.0 × 3.0 m and 1.5 × 2.0 m and for one 2.0 × 14.0 m strip foundation. The capacity calculated acc. to EC 7 was reduced by multiplying by a factor α = 0.87 to account for different bearing capacity coefficients in Polish Norms and Eurocodes. Performed calculations showed comparable bearing capacity of substratum irrespective of adopted norms EC 7 and PN for foundation pads. In all analysed cases, however, the bearing capacity of foundation strips calculated acc. to Eurocode 7 was higher than those calculated acc. to PN-B-03020:1981P. The reason is in the values and ways of accounting partial security coefficients and in differences in the values of shape coefficients used in the equation for ultimate bearing resistance of soil substratum.
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4

Rowe, R. Kerry, and Brian L. J. Mylleville. "The stability of embankments reinforced with steel." Canadian Geotechnical Journal 30, no. 5 (1993): 768–80. http://dx.doi.org/10.1139/t93-069.

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The undrained behaviour of embankments constructed on soft cohesive deposits is examined for the case where the embankment is reinforced using steel strips. A finite-element analysis that considers plastic failure of the fill and the foundation, pullout of steel strips, and potential yield of the reinforcement is used to demonstrate how steel reinforcement can improve embankment stability. The effect of strip spacing on the mode of failure and embankment stability is examined for a range of soil strength profiles that involve an increase in undrained shear strength with depth. A simple approach for the analysis of steel-reinforced embankments is proposed and illustrated by means of a worked example. A design based on these simple considerations of bearing capacity and limit equilibrium is then checked against the results of a full finite-element analysis of the problem and found to be slightly conservative. Key words : reinforcement, steel strips, finite element, limit equilibrium, soft soil, undrained stability.
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5

Tian, Ya Qin, Zhi Bing Chu, Qing Xue Huang, Jin Bao Li, and Jian Ping Qin. "Finite Element Analysis of Pressure Coiled Forming Process to Taper Weld Pipe." Advanced Materials Research 97-101 (March 2010): 2890–93. http://dx.doi.org/10.4028/www.scientific.net/amr.97-101.2890.

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In order to reveal the deformation laws and characteristics of steel strips during the pressure coiled forming process, the stress-strain and contact force distribution of strips during the process were analyzed by the finite element ANSYS Software: the steel strips have strain along their length; strain ratios on both sides are slightly higher than that of the middle part; the equivalent force and the normal contact force in the strips are discrete distributed in the whole molding process. Compared with the corresponding experimental results, the macro experimental phenomena are basically consistent with the finite element numerical analysis rule, which provides the theoretical foundation and practical guidance for designing reasonable spiral pipe forming units.
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6

Sobhan, Khaled, and Mehedy Mashnad. "Fatigue Behavior of a Pavement Foundation with Recycled Aggregate and Waste HDPE Strips." Journal of Geotechnical and Geoenvironmental Engineering 129, no. 7 (2003): 630–38. http://dx.doi.org/10.1061/(asce)1090-0241(2003)129:7(630).

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7

Wang, Yu Hua, Bei Bei Wang, Pei Chi, and Jun Dong. "Nonlinear Finite Element Analysis of Masonry Wall Strengthened with Steel Strips." Advanced Materials Research 838-841 (November 2013): 284–96. http://dx.doi.org/10.4028/www.scientific.net/amr.838-841.284.

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The finite element analysis method was adopted to simulate the masonry wall strengthened with steel strips and was verified by comparing with test results. The influence rules of two factors including the cross sectional area of steel strips and vertical compression were investigated. The results show that, as for unreinforced masonry wall, the relationship of the shear capacity of unreinforced masonry wall and the vertical compressive strain is linear under lateral load; the speed of stiffness degeneration is accelerated after the peak point of the curves, but decrease with the increasing of lateral displacement. As for masonry wall strengthened with steel strips, the shear capacity increases significantly, and shows nonlinear relationship with the cross section area of the steel strips and vertical compression; ductility is improved. Finally, a computational formula of shear capacity based on a lot of parametric analysis is proposed to calculate the sectional dimension of steel strips, and it provides theoretical foundation for establishing thorough design method of masonry wall strengthened with steel strips.
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8

Sobhan, Khaled, and Mehedy Mashnad. "Fatigue Damage in Roller-Compacted Pavement Foundation with Recycled Aggregate and Waste Plastic Strips." Transportation Research Record: Journal of the Transportation Research Board 1798, no. 1 (2002): 8–16. http://dx.doi.org/10.3141/1798-02.

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9

Sun, Ying Zhi, Guo Qiang Li, and Fei Fei Sun. "Experimental Study on a Steel-Tube Damper." Key Engineering Materials 763 (February 2018): 369–75. http://dx.doi.org/10.4028/www.scientific.net/kem.763.369.

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The steel-tube damper is composed of two parts: the inner component inside the tube and the outer seamless steel-tube with the energy dissipation steel strips. The two parts are connected by plug welding and fillet welding. The yield bearing capacity of the steel strips is lower than the stability bearing capacity of both inner I-section component and outer seamless steel-tube. As the load increases, the steel strips will yield first and dissipate the input energy withholding the buckling of the inner I-section component and the seamless steel-tube. In order to further determine its mechanical property, three groups of specimens with steel strips of different aspect ratio were designed, and the hysteretic loading tests were carried out. It was found from the tests that: 1) The hysteresis curves of the damper were full and the energy dissipation capacity was good; 2) Specimens with steel strips of small aspect ratio had larger stiffness, yield bearing capacity and energy dissipation capability per cycle. 3) Specimens with steel strips of small aspect ratio had worse low cycle fatigue performance compared with the ones with steel strips of larger aspect ratio. This study provides a foundation for further research and application of such dampers.
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10

Mohamed, Mahmoud, Mohd Ahmed, and Javed Mallick. "An Experimental Study of Nailed Soil Slope Models: Effects of Building Foundation and Soil Characteristics." Applied Sciences 11, no. 16 (2021): 7735. http://dx.doi.org/10.3390/app11167735.

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A soil nailing system is a proven effective and economic method used to stabilize earth slopes from the external (factors increasing the shear stress) and internal (factors decreasing material strength) failure causes. The laboratory models with scales of 1:10 are used to study the behavior of nailed soil slope with different soil and building foundation parameters. The models consist of Perspex strips as facing and steel bars as a nailing system to increase the stability of the soil slope. The models of sand beds are formed using an automatic sand raining system. Devices and instruments are installed to monitor the behavior of soil-nailed slope during and after construction. The effect of the soil type, soil slope angle, foundation width and position on the force mobilized in the nail, lateral displacement of the slope, settlement of the foundation and the earth pressure at the slope face, under and behind the soil mass at various foundation pressures, has been observed. It is found that the increase of soil density reduces both slopes facing displacement and building foundation settlements. The slope face displacement and footing settlement will increase with an increase in the width of the foundation and foundation position near the crest of the slope.
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