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Drained uplift capacity of drilled shafts under repeated axial loading
296A
905334 Drained uplift capacity of drilled shafts under repeated axial loading Turner, J P; Kulhawy, F H J Geotech Engng Div ASCE Vl16, N3. March 1990. P470491 Small scale and large scale repeated axial loading tests of drilled piles in a granular soil are described. Mechanisms influencing pile friction are identified, and effects of initial soil density, pile geometry, and load magnitude changes evaluated. Uplift capacity changes depend primarily on magnitude of cyclic displacement. A relation between this displacement and reduction of uplift capacity is presented. Critical loading levels are established, below which failure under repeated loading does not occur. Design implications are discussed.
905335 Bearing capacity of foundations in slopes Shields, D S; Chandler, N; Gamier, J J Geoteeh Engng Div ASCE VII6, N3, March 1990, P528537 Initial work by Gempertine (1988) using centrifuge tests as a basis to predict bearing capacity of foundations on slopes has been extended using other model tests. A design method based on physical tests rather than theory is proposed. Bearing capacity of a footing on or near a slope is expressed in terms of capacity of the same footing on level ground, allowing local experience to be directly input. Because the tests used footings of reasonable scale, no size effect corrections are necessary.
905336 Stress-strain conditions of nonhomogencons bases with inclined weak layers Vyalov, S S; Bugrov, A K; Tseeva, A N Soil Mech Found Engng V26. N2. March-April 1989. P67-72 Heavily weathered, semi-rocky soils of sedimentary origin seldom form homogeneous bases. Where strata are inclined, problems can arise on thaw when ice cementation bonds are weakened. Finite element analysis is used to evaluate stress distribution and deformation beneath a foundation plate for inclinations from 0-90 deg. Load settlement curves are also illustrated. Effects of a weak layer on foundation performance are discussed, together with installation of concrete pads as a remedial measure.
905337 Experimental investigation of interaction between circular rigid plate and suH base under eccentric load action Finaeva, T I; Kananyan, A S Soil Mech Found Engng V26, N2, March-April 1989, P72-75 Tests were carried out using a i.6m diameter plate on medium alluvial sand and fill sand. Contact pressures, plate settlements, horizontal displacement, and layer settlement or soil stresses were measured. Results are compared with theoretical predictions. Difference between calculated and experimental tilt is associated with onset and development of plastic deformation under the edge of the plate at the eccentricity side.
9O5338 Results of long-term geodesic observations of settlement of foundation supporting the Ostankino television tower Soldatenkov, F F Soil Mech Found Engng t/26, N3, May-June 1989, P86-89 The movement of the annular foundation of the 533m high tower and benchmarks at depths 6, 12 and 25m during construction and for over 20 years since completion has been monitored. The foundation soils are 3.5m of compressible soil
over 2-3m thick morainic clay, then sandy and clayey layers Settlement occurred primarily in the construction stage (19611967) and ranged from 31-44mm. Average settlement reached 61.5mm in 1988, with maximum nonuniformity of 18mm. The tower and benchmarks are now practically static. Tilt is minimal. Results are close to computed values.
905339 Causes of deformation of buildings on permafrost in railroad district of Vorkuta Belotserkovskaya, G V: Fedoseev, Y G: Yanchenko, O M Soil Mech Found Engng V26. N3, May-June 1989. P102-106 Detailed examination of soil conditions and properties and design of foundations and bases was carried out. The soil strata were 0.2-2.5m of ice saturated peat over 1.0-4.5m of peat containing ice layers, then the supporting layers of morainic and fluvioglacial Ioams. Deformation of buildings due to post construction thawing of frozen soils was largely due to inadequacies at the design stage, rather than inhomogeneity or unexpected properties of the soil. Recommendations for the future are made. 90534O Settlement of a Hng foundation using cone data Bhushan, K; Boniadi, F Proc 1st International Symposium on Penetration Testing, ISOPT-I, Orlando,20-24 March 1988 V2, P681-686. Publ Rotterdam: A A Balkema, 1988 Investigations were carried out to predict settlements for a 3.7m wide, 1.2m thick and 24.4m outside diameter ring foundation. The soil conditions at the site were investigated by cone penetration tests. The soils consist of alternating layers of hard clay and dense to very dense sands and silts. The comparison between predicted and measured settlement is discussed. Detailed procedures and estimation of soil compressibility are also presented. 905341 Bearing capacities of cast-in-plnce piles Uno, K; Aso, T; Maeda, Y; Matui, K Drivability of Piles, Proc Discussion Session 14, 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Juneiro, 13-18 August 1989 V1, P35-38. Publ Tokyo: JSSMFE, 1989 A method is proposed to predict bearing capacities of cast in place piles,based on rigid body analysis of measured stresses, displacements, and accelerations at the top of the pile when a light hammer is dropped. Bearing capacity is estimated from a change in the soil spring constant. The estimates are verified against results of static loading tests. 905342 Drivability of precast concrete piles in gneiss saprolite Ricco, M F; Nakao, H Drivability of Piles, Proc Discussion Session 14, 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 V1. P39-42. Publ Tokyo: JSSMFE, 1989 The soil at the construction site consists of mainly micaceous sandy or clayey silt, loose to very compact, intercalated by layers of sands and clays. Depth is 10-47m. SPT value generally increased with depth. 30 percussion borings were used in site characterisation. Data recording during pile driving is presented. Driven length correlates with driving energy, average SPT along the pile shaft and general soil characteristics. Load tests suggest bearing capacity may be an exponential function of driving energy, as proposed by other workers.
•"~'~ 1990 Pergamon Press plc. Reproduction not permitted
905334 Drained uplift capacity of drilled shafts under repeated axial loading Turner, J P; Kulhawy, F H J Geotech Engng Div ASCE Vl16, N3. March 1990. P470491 Small scale and large scale repeated axial loading tests of drilled piles in a granular soil are described. Mechanisms influencing pile friction are identified, and effects of initial soil density, pile geometry, and load magnitude changes evaluated. Uplift capacity changes depend primarily on magnitude of cyclic displacement. A relation between this displacement and reduction of uplift capacity is presented. Critical loading levels are established, below which failure under repeated loading does not occur. Design implications are discussed.
905335 Bearing capacity of foundations in slopes Shields, D S; Chandler, N; Gamier, J J Geoteeh Engng Div ASCE VII6, N3, March 1990, P528537 Initial work by Gempertine (1988) using centrifuge tests as a basis to predict bearing capacity of foundations on slopes has been extended using other model tests. A design method based on physical tests rather than theory is proposed. Bearing capacity of a footing on or near a slope is expressed in terms of capacity of the same footing on level ground, allowing local experience to be directly input. Because the tests used footings of reasonable scale, no size effect corrections are necessary.
905336 Stress-strain conditions of nonhomogencons bases with inclined weak layers Vyalov, S S; Bugrov, A K; Tseeva, A N Soil Mech Found Engng V26. N2. March-April 1989. P67-72 Heavily weathered, semi-rocky soils of sedimentary origin seldom form homogeneous bases. Where strata are inclined, problems can arise on thaw when ice cementation bonds are weakened. Finite element analysis is used to evaluate stress distribution and deformation beneath a foundation plate for inclinations from 0-90 deg. Load settlement curves are also illustrated. Effects of a weak layer on foundation performance are discussed, together with installation of concrete pads as a remedial measure.
905337 Experimental investigation of interaction between circular rigid plate and suH base under eccentric load action Finaeva, T I; Kananyan, A S Soil Mech Found Engng V26, N2, March-April 1989, P72-75 Tests were carried out using a i.6m diameter plate on medium alluvial sand and fill sand. Contact pressures, plate settlements, horizontal displacement, and layer settlement or soil stresses were measured. Results are compared with theoretical predictions. Difference between calculated and experimental tilt is associated with onset and development of plastic deformation under the edge of the plate at the eccentricity side.
9O5338 Results of long-term geodesic observations of settlement of foundation supporting the Ostankino television tower Soldatenkov, F F Soil Mech Found Engng t/26, N3, May-June 1989, P86-89 The movement of the annular foundation of the 533m high tower and benchmarks at depths 6, 12 and 25m during construction and for over 20 years since completion has been monitored. The foundation soils are 3.5m of compressible soil
over 2-3m thick morainic clay, then sandy and clayey layers Settlement occurred primarily in the construction stage (19611967) and ranged from 31-44mm. Average settlement reached 61.5mm in 1988, with maximum nonuniformity of 18mm. The tower and benchmarks are now practically static. Tilt is minimal. Results are close to computed values.
905339 Causes of deformation of buildings on permafrost in railroad district of Vorkuta Belotserkovskaya, G V: Fedoseev, Y G: Yanchenko, O M Soil Mech Found Engng V26. N3, May-June 1989. P102-106 Detailed examination of soil conditions and properties and design of foundations and bases was carried out. The soil strata were 0.2-2.5m of ice saturated peat over 1.0-4.5m of peat containing ice layers, then the supporting layers of morainic and fluvioglacial Ioams. Deformation of buildings due to post construction thawing of frozen soils was largely due to inadequacies at the design stage, rather than inhomogeneity or unexpected properties of the soil. Recommendations for the future are made. 90534O Settlement of a Hng foundation using cone data Bhushan, K; Boniadi, F Proc 1st International Symposium on Penetration Testing, ISOPT-I, Orlando,20-24 March 1988 V2, P681-686. Publ Rotterdam: A A Balkema, 1988 Investigations were carried out to predict settlements for a 3.7m wide, 1.2m thick and 24.4m outside diameter ring foundation. The soil conditions at the site were investigated by cone penetration tests. The soils consist of alternating layers of hard clay and dense to very dense sands and silts. The comparison between predicted and measured settlement is discussed. Detailed procedures and estimation of soil compressibility are also presented. 905341 Bearing capacities of cast-in-plnce piles Uno, K; Aso, T; Maeda, Y; Matui, K Drivability of Piles, Proc Discussion Session 14, 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Juneiro, 13-18 August 1989 V1, P35-38. Publ Tokyo: JSSMFE, 1989 A method is proposed to predict bearing capacities of cast in place piles,based on rigid body analysis of measured stresses, displacements, and accelerations at the top of the pile when a light hammer is dropped. Bearing capacity is estimated from a change in the soil spring constant. The estimates are verified against results of static loading tests. 905342 Drivability of precast concrete piles in gneiss saprolite Ricco, M F; Nakao, H Drivability of Piles, Proc Discussion Session 14, 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 V1. P39-42. Publ Tokyo: JSSMFE, 1989 The soil at the construction site consists of mainly micaceous sandy or clayey silt, loose to very compact, intercalated by layers of sands and clays. Depth is 10-47m. SPT value generally increased with depth. 30 percussion borings were used in site characterisation. Data recording during pile driving is presented. Driven length correlates with driving energy, average SPT along the pile shaft and general soil characteristics. Load tests suggest bearing capacity may be an exponential function of driving energy, as proposed by other workers.
•"~'~ 1990 Pergamon Press plc. Reproduction not permitted