Foundation analysis and design

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Foundation analysis and design

01 Jan 1968-

TL;DR: In this paper, Fondation de soutenagement et al. presented a reference record for Dimensionnement Reference Record created on 2004-09-07, modified on 2016-08-08.

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Abstract: Keywords: Fondation ; Mur de soutenement ; Pieux ; Capacite portante ; Ancrage ; Dimensionnement Reference Record created on 2004-09-07, modified on 2016-08-08

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Journal Article•

Influence of structural and soil parameters on Mat deflection

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Hasan Imam

01 Jan 2011-International Journal of Civil and Structural Engineering

TL;DR: In this paper, the authors investigated the deflection characteristics of mat foundation for structural and soil parameters, and made a comparative study among some critical positions of the mat foundation using finite element methods in order to perceive the influence of different parameters that assist to understand the practical safety limit of the design characteristics.

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Abstract: The present study was carried out to investigate the deflection characteristics of mat foundation for structural and soil parameters. The gap in knowledge about mat deflection characteristics brings some uncertainty in analysis of mat foundation and may result in its uneconomical design or unsafe design. For economy in design of mat with service core requires comprehensive understanding of the influence of it on mat. This work involved an extensive investigation of structural parameters effect on deflection of mat foundation using Finite Element Program SAFE V8. A comparative study has been made among some critical positions of the mat foundation using finite element methods in order to perceive the influence of different parameters that assist to understand the practical safety limit of the design characteristics. As only rigid frame structure with gravity and lateral load cases are considered here for the present work, further scope of the study maybe based on other types of structural system and mathematical modeling of mat response.

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13 citations

Precast stabilized peat columns to reinforce peat soil deposits.

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Behzad Kalantari, Bujang B. K. Huat

01 Jan 2009

TL;DR: In this paper, the authors describe laboratory research on precast columns made of peat soil and ordinary Portland cement, with and without polypropylene fibers, which can be used to reinforce and strengthen weak peat soils.

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Abstract: This article describes laboratory research on precast columns made of peat soil and ordinary Portland cement, with and without polypropylene fibers The columns used in this study unlike the usual in situ or in place columns used previously, that are formed inside prepared holes in the ground, are formed outside the hole, and then inserted into the ground holes The process of making precast stabilized peat columns includes mixing peat soil with a specified amount of cement, (with or without polypropylene fibers) at their optimum moisture (found from compaction tests) contents The mixture is then compacted into molds and left to dry As the stabilized columns dry out, they gain strength When drying is complete, they are taken out of their molds and inserted in the pre-drilled holes In this laboratory study, long precast columns (L/D > 4) were used to reinforce undisturbed peat soil samples The strength evaluation for the precast stabilized columns was done through consolidated undrained triaxial tests The undisturbed peat soil in the study has been used as control sample The results of the study obtained from shear strength parameters, stress-strain curves and undrained modulus prove that precast stabilized peat columns can be used to reinforce and strengthen weak deposits of peat soil Their production requires relatively small amounts of cement compared with the usual in situ columns but provides higher strength values, and therefore provides more load-bearing capacity Since the production process does not waste much of the materials involved and does not use any fill materials the columns can also be considered environmentally friendly

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13 citations

Journal Article•DOI•

Effect of Bond-Slip on the Crack Bridging Capacity of Steel Fibers in Cement-Based Composites

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Alessandro Pasquale Fantilli¹, Alessandro Pasquale Fantilli², Hirozo Mihashi¹, Hirozo Mihashi², Paolo Vallini¹, Paolo Vallini² - Show less +2 more•Institutions (2)

Polytechnic University of Turin¹, Tohoku University²

01 Sep 2008-Journal of Materials in Civil Engineering

TL;DR: In this paper, a cohesive interface model is proposed for a more precise definition of the frictional snubbing forces of fiber-reinforced concrete (FRC) by analyzing fibers with different bond properties, which can be also used to define the crack bridging capacity of both bonded and unbonded steel fibers.

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Abstract: To increase the crack bridging capacity of concretes and mortars, fibers are often added to cement-based matrices. As a result, the fracture energy of a fiber-reinforced concrete (FRC) is the sum of the cohesive forces of the matrix and of the pullout resistance given by the fibers crossing the crack. In the case of fibers randomly inclined with respect to crack surfaces, the so-called frictional snubbing effect must be added to the previous contributions, if the energy released during crack growth has to be computed. Of course, snubbing forces are not present when fibers are perfectly orthogonal to crack surfaces. As the classical formulas are not always effective in the evaluation of snubbing phenomenon, a cohesive interface model is here proposed for a more precise definition of the frictional snubbing forces. The model is able to predict adequately the experimental results obtained by pulling out steel fibers at different inclinations angles from cement-based matrices. By analyzing fibers with different bond properties, the proposed model can be also used to define the crack bridging capacity of both bonded and unbonded steel fibers. Moreover, it seems to suggest a more simplified approach for the definition of the postcracking response of FRC.

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13 citations

Analysis of W-Beam Guardrail Systems Subjected to Lateral Impact

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Abdelmonaam Sassi

01 Jan 2011

TL;DR: In this paper, an improved subgrade method for soil-post interaction which includes the stiffness, damping and inertia effect involved during the crash, was proposed to evaluate and to improve the response of guardrail system during a lateral impact.

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Abstract: The primary purpose of this work is to evaluate and to improve the response of guardrail system during a lateral impact. The problem was analyzed in the first step at the component level, which consists of a single post embedded in a cohesionless soil and laterally loaded by an impactor. The lateral post response was evaluated during static and dynamic loading using a theoretical formulation able to predict the lateral load in static and dynamic modes. An improved subgrade method for soil-post interaction which includes the stiffness, damping and inertia effect involved during the crash, was proposed in this thesis. The improved model serves to study the effect of different design parameters on the post response and to evaluate the interaction between these different parameters during the dynamic loading using a Design of Experiments (DoE) approach. The results of parametric study and the Design of Experiment conducted on a single post were used to develop a new guardrail design that was implemented in a full-scale finite element model of a Chevrolet C1500 pick truck impacting a guardrail post. The new design consists of replacing the incompressible blockout by a crushable one. The results of the simulation show that the pickup truck was redirected safely with more reduced speed, less roll angle and plastic strain than those for the baseline configuration.

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13 citations

Cites background or methods from "Foundation analysis and design"

...4 summarizes the values of the horizontal subgrade modulus using different available approaches including Bowles (1982), Terzaghi (1955), Zurabov and Bugayeva (1949), Soletanche (1982), Reese et al. (1974), the NAVFAC (1982) and Plaxico et al....
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...(1998), the curve of Bowles (1982) is the most different. For a dense sand (φ ~ 40), the modification factor, MF, could range from 8, calculated by Plaxico et al. to 2 calculated by Bowles. This large difference suggests that equation established by Plaxico et al. (1998) is the most conservative method....
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...4 summarizes the values of the horizontal subgrade modulus using different available approaches including Bowles (1982), Terzaghi (1955), Zurabov and Bugayeva (1949), Soletanche (1982), Reese et al....
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...(1998), the curve of Bowles (1982) is the most different....
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...4 summarizes the values of the horizontal subgrade modulus using different available approaches including Bowles (1982), Terzaghi (1955), Zurabov and Bugayeva (1949), Soletanche (1982), Reese et al. (1974), the NAVFAC (1982) and Plaxico et al. (1998)....
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Journal Article•DOI•

Generalized analytical expression for dynamic active thrust from c–φ soil backfills

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Sanjay Kumar Shukla¹•Institutions (1)

Edith Cowan University¹

01 Sep 2015-International Journal of Geotechnical Engineering

TL;DR: In this paper, an explicit analytical expression for the critical inclination of the failure plane within the soil backfill is also presented for torsion in rigid retaining walls, considering the most field parameters related to the wall geometry, soil backfills, and loadings, such as wall height, wall backfill face inclination, backfill slope angle, tension cracks, wall friction, wall-backfill adhesion, cohesion and angle of shearing resistance of backfill, surcharge, and both the horizontal and the vertical seismic loadings.

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Abstract: In geotechnical engineering, there has been a need for the generalized analytical expression in explicit form for the dynamic (or seismic) active thrust from the c–φ (c = cohesion and φ = angle of shearing resistance) soil backfills on the rigid retaining walls since the early developments of explicit Rankine’s, Coulomb’s, and Mononobe–Okabe’s (M–O)’s analytical expressions. An attempt is made here to present a derivation of such an explicit generalized analytical expression based on the pseudo-static approach, considering the most field parameters related to the wall geometry, soil backfill, and loadings, such as wall height, wall-backfill face inclination, backfill slope angle, tension cracks, wall friction, wall-backfill adhesion, cohesion and angle of shearing resistance of backfill, surcharge, and both the horizontal and the vertical seismic loadings. The development of an explicit analytical expression for the critical inclination of the failure plane within the soil backfill is also presented for t...

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13 citations

Cites background or methods from "Foundation analysis and design"

...O) expression (Mononobe, 1924; Okabe, 1924; Mononobe and Matsuo, 1929; Seed and Whitman, 1970; Bowles, 1996; Kramer, 1996; Das and Ramana, 2011) is widely used to calculate the dynamic active thrust....
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...…retaining walls and other similar structures are generally carried out using the values of dynamic active thrust (or total dynamic active pressure) calculated from its explicit analytical expression (Lambe and Whitman, 1979; Bowles, 1996; Kramer, 1996; Terzaghi et al., 1996; Das and Ramana, 2011)....
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...O equation (Mononobe, 1924; Okabe, 1924; Mononobe and Matsuo, 1929; Seed and Whitman, 1970; Bowles, 1996; Kramer, 1996; Das and Ramana, 2011), which is given below using the notation defined in Fig....
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...…and the dynamic cases are commonly presented in terms of earth pressure coefficients in the geotechnical engineering practice (Lambe and Whitman, 1979; Bowles, 1996; Terzaghi et al., 1996; Kramer, 1996; Shukla et al., 2009; Das and Ramana, 2011; Shukla, 2011, 2013; Shukla and Bathurst, 2012)....
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Foundation analysis and design

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Cites background or methods from "Foundation analysis and design"

Cites background or methods from "Foundation analysis and design"

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