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Anchorage and modulus in geotextile-reinforced unpaved roads
103A 912320 Computer design method for reinforced soil structures Woods, R I: Jewell. R A Geotext Geomem V9, N3. 1990, P233-259
content and strength, at a given time, follows a power law, making it possible to derive charts for stabilisation of such clays.
The computer program W A G G L E for analysis and design of reinforced soil structures such as slopes and embankments is presented. It is based on modified limit equilibrium concepts in which effect of reinforcement on both normal and shear stresses is recognised. Two part wedge mechanisms are used because of their simplicity and adaptability to presence of reinforcement. Rapid, interactive design to desired safety factors is achieved with clear graphical output.
912325 Stabilization of difficult soils in developing countries Rizkallah, V Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI, P301-304. Publ Rotterdam: A A Balkema, 1989
912321 Large scale experimental study of soil-reinforcement interaction - Part I Pedley, M J; Jewell. R A; Milligan, G W E Ground Engng V23. N6. July~Aug 1990, P44-50 Previous work suggested that the contribution to soil strength resulting from reinforcement bending stiffness is always small compared to that from reinforcement axial capacity. Laboratory data are presented from large scale (Ira cube) direct shear tests on sand containing reinforcement of 16 or 25ram diameter to test this suggestion. Bending moment, shear force, and lateral shear stress distribution were measured. Preliminary examination of results supports the theoretical conclusions of Jewell and Pedley (1990). Further laboratory and field results will be presented and discussed in Part II. 912322 Large scale experimental study of soil reinforcement interaction Pedley, M J; Jewell, R A; Milligan, G W E Ground Engng V23, N7. Sept 1990. P45-49 Further backing is provided for the earlier suggestion (ibid, V23, N6, P44-50) that the contribution to soil strength resulting from reinforcement bending stiffness is small compared to that from axial capacity. Data from the literature for large scale shear box tests and for an instrumented nailed retaining wall are presented and analysed. 912323 Determination of the critical distance between elements of a retaining structure for slide-prone slopes Semenkov, O G Soil Mech Found Engng V26. N6, Nor-Dec 1989, P249-251 When specifying spacing of cast-in-place piles to reinforce unstable soil slopes, a design method based on arching theory is commonly used. The standard design equation does not, however, include effects of pile diameter or of possible stagger between neighboring rows of piles. An improved equation incorporating these influences is presented.
Soil stabilisation 912324 Laboratory investigations on the lime stabilization of sensitive clays: shear strength development Locat, J; Berube, M A; Choquette. M Can Geotech J V27, N3, June 1990, P294-304 Sensitive clays from four sites with various water contents were treated with quicklime. Significant strength increase is possible, even with water content above the liquid limit, if enough time and lime are provided. The stabilisation process is seen via SEM studies to result from physical bridging between particles. Improved mixing and dispersion of lime results in improved stabilisation. The relation between water
Stabilisation of two soft clayey silt soils, with natural water contents 100-230% and typical of coastal regions, is described. Additives of lime, cement, and fly ash, singly or in combination were used. Effects on liquid, plastic, and consistency limits and on unconfined compressive strength are illustrated. Regression analysis is used to evaluate results and develop empirical estimations of soil improvement.
Soil compaction See also." 912042, 912147 912326 Achievable density criteria for compacted clay. Technical note Day, R W Bull Assoc Engng Geol V27. N3. Aug 1990, P363-367 Diatomaceous soils often have water contents 20-30% above optimum, and which cannot be lowered easily by practical methods. A new approach for compaction of such soils suggests use of material at natural water content but compacted to at least 95% of maximum laboratory density achievable at that water content. Silty clay fill from the Capistrano formation was used to evaluate the consequences of adopting this criterion. It may be met at water content about 29%, but the fill has low preconsolidation pressure and deep fills will show long term settlement.
Ground freezing 912327 Freezing for the construction of pedestrian tunnel at the Bellecour metro station (In French) Talichet, G Proc International Congress on Tunnels and Water, Madrid, 15-18 June 1988 VI, P613-617. Publ Rotterdam." A A Balkema, 1988 Construction of the 6.0mx3.9mx24m long tunnel in permeable alluvial sands and gravel, 7m below the water table, was accomplished using ground freezing. Control of temperature and frost heave, which could have led to structural damage, was critical. Formation of the ice wall and successful excavation and completion of the project are described. 9 ! 2328 Underground jointing of large diameter shield using ground freezing method Tomizawa, T; Kato, S Proc International Congress on Tunnels and Water, Madrid, 15-18 June 1988 Vi, P619-626. Publ Rotterdam." A A Balkema, 1988 The Ohta trunk sewer in Tokyo is some 8m in diameter and was driven through water bearing fine sand and clayey soils using slurry shield machines. Because of the urban environment, it was decided to construct one 3kin section using two working faces with jointing at an intermediate location, using
~© 1991 Pergamon Press plc. Reproduction not permitted
content and strength, at a given time, follows a power law, making it possible to derive charts for stabilisation of such clays.
The computer program W A G G L E for analysis and design of reinforced soil structures such as slopes and embankments is presented. It is based on modified limit equilibrium concepts in which effect of reinforcement on both normal and shear stresses is recognised. Two part wedge mechanisms are used because of their simplicity and adaptability to presence of reinforcement. Rapid, interactive design to desired safety factors is achieved with clear graphical output.
912325 Stabilization of difficult soils in developing countries Rizkallah, V Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI, P301-304. Publ Rotterdam: A A Balkema, 1989
912321 Large scale experimental study of soil-reinforcement interaction - Part I Pedley, M J; Jewell. R A; Milligan, G W E Ground Engng V23. N6. July~Aug 1990, P44-50 Previous work suggested that the contribution to soil strength resulting from reinforcement bending stiffness is always small compared to that from reinforcement axial capacity. Laboratory data are presented from large scale (Ira cube) direct shear tests on sand containing reinforcement of 16 or 25ram diameter to test this suggestion. Bending moment, shear force, and lateral shear stress distribution were measured. Preliminary examination of results supports the theoretical conclusions of Jewell and Pedley (1990). Further laboratory and field results will be presented and discussed in Part II. 912322 Large scale experimental study of soil reinforcement interaction Pedley, M J; Jewell, R A; Milligan, G W E Ground Engng V23, N7. Sept 1990. P45-49 Further backing is provided for the earlier suggestion (ibid, V23, N6, P44-50) that the contribution to soil strength resulting from reinforcement bending stiffness is small compared to that from axial capacity. Data from the literature for large scale shear box tests and for an instrumented nailed retaining wall are presented and analysed. 912323 Determination of the critical distance between elements of a retaining structure for slide-prone slopes Semenkov, O G Soil Mech Found Engng V26. N6, Nor-Dec 1989, P249-251 When specifying spacing of cast-in-place piles to reinforce unstable soil slopes, a design method based on arching theory is commonly used. The standard design equation does not, however, include effects of pile diameter or of possible stagger between neighboring rows of piles. An improved equation incorporating these influences is presented.
Soil stabilisation 912324 Laboratory investigations on the lime stabilization of sensitive clays: shear strength development Locat, J; Berube, M A; Choquette. M Can Geotech J V27, N3, June 1990, P294-304 Sensitive clays from four sites with various water contents were treated with quicklime. Significant strength increase is possible, even with water content above the liquid limit, if enough time and lime are provided. The stabilisation process is seen via SEM studies to result from physical bridging between particles. Improved mixing and dispersion of lime results in improved stabilisation. The relation between water
Stabilisation of two soft clayey silt soils, with natural water contents 100-230% and typical of coastal regions, is described. Additives of lime, cement, and fly ash, singly or in combination were used. Effects on liquid, plastic, and consistency limits and on unconfined compressive strength are illustrated. Regression analysis is used to evaluate results and develop empirical estimations of soil improvement.
Soil compaction See also." 912042, 912147 912326 Achievable density criteria for compacted clay. Technical note Day, R W Bull Assoc Engng Geol V27. N3. Aug 1990, P363-367 Diatomaceous soils often have water contents 20-30% above optimum, and which cannot be lowered easily by practical methods. A new approach for compaction of such soils suggests use of material at natural water content but compacted to at least 95% of maximum laboratory density achievable at that water content. Silty clay fill from the Capistrano formation was used to evaluate the consequences of adopting this criterion. It may be met at water content about 29%, but the fill has low preconsolidation pressure and deep fills will show long term settlement.
Ground freezing 912327 Freezing for the construction of pedestrian tunnel at the Bellecour metro station (In French) Talichet, G Proc International Congress on Tunnels and Water, Madrid, 15-18 June 1988 VI, P613-617. Publ Rotterdam." A A Balkema, 1988 Construction of the 6.0mx3.9mx24m long tunnel in permeable alluvial sands and gravel, 7m below the water table, was accomplished using ground freezing. Control of temperature and frost heave, which could have led to structural damage, was critical. Formation of the ice wall and successful excavation and completion of the project are described. 9 ! 2328 Underground jointing of large diameter shield using ground freezing method Tomizawa, T; Kato, S Proc International Congress on Tunnels and Water, Madrid, 15-18 June 1988 Vi, P619-626. Publ Rotterdam." A A Balkema, 1988 The Ohta trunk sewer in Tokyo is some 8m in diameter and was driven through water bearing fine sand and clayey soils using slurry shield machines. Because of the urban environment, it was decided to construct one 3kin section using two working faces with jointing at an intermediate location, using
~© 1991 Pergamon Press plc. Reproduction not permitted