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M. R. Madhav
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Civil Engineering, Building, Construction & Architecture Engineering Transportation

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ANALYSIS OF CULVERT APPROACHES WITH PILES OF VARYING LENGTH M. R. Madhav; P. K. Basudhar; N. Miura
Lowland Technology International Vol 1 No 1, June (1999)
Publisher : International Association of Lowland Technology

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Abstract

For the construction of culverts and their approaches on soft and highly compressible soils, an innovative approach is to provide piles with length decreasing with distance from the culvert. The equivalent stiffness of the piled strip as a function of the relative length of the piles estimated from Brown and Wiesner (1976), is bounded by Linear and exponential variations with distance. An extended Pasternak type model is proposed for the culvert approaches with piles of varying length. The response of the system is shown to be governed by the relative stiffnesses of the granular bed, the culvert foundation, the approaches at the near and far ends and the relative pile length to diameter ratio. The settlement profiles are presented for the typical values of the above parameters. The relative stiffness of the granular pad has a significant effect on settlements and on the loads transferred to the culvert foundations.
DEVELOPMENT AND HUMAN SETTLEMENT IN SAGA AND SHIROISHI PLAINS BY RECLAMATION M. R. Madhav; N. Miura; T. Igarashi
Lowland Technology International Vol 4 No 1, June (2002)
Publisher : International Association of Lowland Technology

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The paper describes a case study of development of a very unique region in Japan, consisting of the Ariake bay and the Saga plain, which is subjected to about 6 m of tidal fluctuations and had been reclaimed from the sea over a period of centuries. The sequences of land development, reclamations, developments of water systems, dwellings, etc. are traced. The distinct characteristics of hydrology, irrigation and water management and urban drainage are described. Lastly, the serious problem of subsidence due to excessive pumping of ground water mostly for irrigation but also for industrial and domestic use is high-lighted. The human settlements in this region have evolved along unique patterns of design especially of the water systems and the houses in spite of being subjected to construction on very soft soil, being buffeted by typhoons and subsidence.
BEHAVIOUR OF LATERALLY LOADED RIGID PILES IN COHESIVE SOILS BASED ON KINEMATIC APPROACH V. Padmavathi; E. Saibaba Reddy; M. R. Madhav
Lowland Technology International Vol 10 No 1, June (2008)
Publisher : International Association of Lowland Technology

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Piles are useful in lowland areas in order to improve the properties of the soil. Several methods are available to predict the ultimate lateral resistance of a rigid pile in clays. The existing solutions for ultimate lateral resistance of rigid piles in clays are either semi-empirical in nature or based on approximate analysis with several simplifications. In most of these methods, the behaviour of soil is assumed as plastic throughout the analysis including at the point of rotation. Even though the ultimate lateral loads predicted by these methods are somewhat comparable with the measured values, the lateral pressure distributions are not consistent. A new approach based on kinematics and non-linear subgrade (hyperbolic) response has been developed to study the load-displacement response of a single rigid pile with free-head in cohesive soils. The predicted ultimate lateral capacities of the piles as well as the lateral soil pressure distributions along the pile length compare well with the results of available theories and experimental test results.
NEW FINITE DEFORMATION MODEL FOR REINFORCED GRANULAR FILL OVER SUPER-SOFT RECLAIMED GROUND: I UNIFORMLY LOADED STRIP K. Ramu; M. R. Madhav; H. B. Poorooshasb
Lowland Technology International Vol 10 No 2, Dec (2008)
Publisher : International Association of Lowland Technology

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The presently available models for the analysis of reinforced foundation beds on soft ground are based on the infinitesimal deformation theory. A new model, which is extension and modification of Madhav & Poorooshasb (1988) model is proposed to estimate the settlement response of a uniformly loaded strip on reinforced granular fill laid over a super-soft reclaimed ground and to estimate the mobilized tension in the reinforcement considering the hyperbolic stress–displacement response of the super soft soil, hyperbolic shear stress–shear strain response of the granular fill and finite deformation theory. The proposed model also considers shear stresses mobilized on the top and the bottom surfaces of the geosynthetic layer and relates them to the respective normal stresses. Results indicate that the infinitesimal theory underpredicts the displacements compared to those from the finite deformation theory. Parametric studies carried out quantify the effects of each parameter on the settlements along the reinforced foundation bed and tension mobilized in the reinforcement and facilitates design of footings on reclaimed ground.
ANALYSIS OF REINFORCED SOIL WALL CONSIDERING OBLIQUE PULL: BILINEAR FAILURE MECHANISM – LINEAR SUBGRADE RESPONSE I P. V. S.N. P. Kumar; M. R. Madhav
Lowland Technology International Vol 11 No 1, June (2009)
Publisher : International Association of Lowland Technology

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Abstract

The available methods of analysis and design of reinforced soil walls consider only the axial pullout of the reinforcement. But, in practice, the reinforcement is subjected to oblique pull because of which the backfill below the reinforcement deforms transversely mobilizing normal stresses at the interface. As a result, the shear resistance mobilized along the reinforcement – backfill interface could be different and considerably more in case of oblique pull compared to the value corresponding to only axial pull. A new method to estimate the mobilized transverse forces in reinforced soil wall is presented. A modified factor of safety is defined, estimated and compared with the conventional one to establish the significance and contribution of the mobilized transverse forces. A parametric study quantifies the contributions of the global subgrade stiffness factor, length of reinforcement, the oblique or transverse displacement, and angle of shearing resistance of the backfill, interface friction angle and the number of reinforcement layers on the modified factor of safety and improvement ratio.
ELASTO-PLASTIC ANALYSIS FOR DISPLACEMENTS OF GRANULAR PILE ANCHORS (GPA) IN NON-HOMOGENOUS GROUND B. Vidyaranya; M. R. Madhav; M. Kumar
Lowland Technology International Vol 11 No 2, Dec (2009)
Publisher : International Association of Lowland Technology

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Abstract

Granular piles improve the behavior of the soil by increasing bearing capacity, accelerate consolidation, reduce settlements, and mitigate liquefaction related damages by reinforcement and densification effects. Granular piles can be made to resist pullout or uplift forces by placing an anchor at the base and attaching the same by a cable or rod to the footing to transfer the applied pullout forces to the bottom of the GP termed Granular Pile Anchor (GPA). The elasto-plastic response of GPA in non-homogenous ground is presented considering the shear stress at the interface to be limited to the undrained strength of the soil.
COMPARATIVE STUDY OF LINEAR AND NON-LINEAR THEORIES ONE-DIMENSIONAL CONSOLIDATION OF THICK CLAY LAYERS P. Ayub Khan; M. R. Madhav; E. S. Reddy
Lowland Technology International Vol 14 No 1, June (2012)
Publisher : International Association of Lowland Technology

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Abstract

The classical theory of consolidation developed by Terzaghi is based on linear void ratio-effective stress relationship, thin layer of clay with negligible self weight, infinitesimal strain, constant volume (1+void ratio) and constant coefficients of permeability, volume compressibility and consolidation. This paper presents a simplified theory of non-linear one-dimensional consolidation of a thick clay deposit considering linear void ratio-log effective stress relationship, self weight of soil, constant volume (1+void ratio), thickness of clay layer and coefficient of consolidation but neglecting the slight variation of initial void ratio with depth. The proposed equation for consolidation of the deposit is solved numerically by the finite difference method and the results compared with those of the conventional linear theory. The results indicate that the variation of degree of settlement with time is relatively large while the variation of the degree of dissipation of excess pore pressure with time is relatively small in the case of thick layer of clay compared to those for thin layer. The variations of degrees of settlement and the dissipation of pore pressures are sensitive to the magnitude of applied load relative to the thickness of the deposit unlike in the conventional theory for thin layer. The isochrones in the case of pervious top and pervious bottom boundary conditions are slightly skewed in contrast to symmetrical isochrones of conventional linear theory.
Co-Authors B. Vidyaranya E. S. Reddy E. Saibaba Reddy H. B. Poorooshasb K. Ramu M. Kumar N. Miura P. Ayub Khan P. K. Basudhar P. V. S.N. P. Kumar T. Igarashi V. Padmavathi