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Underpinning of a pile foundation on soft clay
193A
men% profiles Of large IM led four~ations. Particularly good ce~relation with observations are obtained using the analogy of a pile-reinforced block, and good resttlts are also obtained using the boundary element method.
836216 EXPERIENCES OF TAPERED FRICTION PILES Lindqvist, L; PetaJa, J Proc 10th International Conference on Soil Mechanics and Fourgation Ergi~ering, Stockholm, 15-19 June 1981, V2, F759-766. Publ Rotterdam: A. A. Balkema, 1981
836212 UNDERPINNING OF A PILE FOUNDATION ON SO97 CLAY HUrler, J; Bucher, F Proc lOth International Conference on Soil Mechanics ani Founiation Engineering, Stockholm, 15-1 9 June 1981, V2, PTMI-7~5. Publ Rotterdam: A. A. Balkema, 1981 At the end of construction of a piled building excessive settlements were observed. As some cracks were already formed and further damage had to be expected remedial meast~es and investigations were uniertaken. The latter shewed that two critical situations with respect to the cast-in-place concrete piles existed, namely during the construction of the piles and durimg the backfilling arourd the building. An u n i ~ pinning with an additional I~ piles was designed and constructed. The performance of the building after the underpinning has been monitored by settlement m e a ~ e m e n t s . The results are satisfactory although the ground surrounding the building is still settling at a rate of 10m~year, bringing the total settlement measured in ll years to 31cm (llcm since completion of the underpinning). 836213 INI~GRITY AND AS-BUILT CAPACITY OF BORED PILE GROUP Eissenpfennig, J F; Weinhold, H F Proc 10th International Conference on Soil Mechanics and Foundation Engineering, Stockholm, 15-19 June 1981, V2, P7~7-7~9. Publ Rotterdam: A. A. Balkema, 1981 The paper summarizes field testing and analytical methods used to evaluate the static asbuilt capacity of a large group of bored piles bearing on hard rock and underlying a practically rigid superstructure. 83621~ BEARING CAPACITY CALCULATION FOR PIPE PILES K'los, J; TeJc/uman, A Proc 10th International Conference on Soil Mechanics and Foundation Engineering, StOckholm, 15-19 June 1981, V2, I~51-753. Publ Rotterdam: A. A. Balkema, 1981 The paper proposes a theoretical solution to the problem of soil core bearing capacity. Results of field investigations are discussed and a method to calculate the bearing capacity of open-ended pipe piles is presented. 836215 PILE INTEGRITY AND CAPACITY D~±'E~MINED BY REDRMNG Lacy, H S Proc 10th International Conference on Soll Mechanics and Foundation Engineering, Stockholm, 15-i 9 June 1981, V2, F755-758. Publ Rotterdam: A. A. Balkema, 1981 A procedure of redrivlng 0.36m square prestressed concrete piles up to 82m long was developed where low resistance to driving for substantial depths within the bearing stratum was exlx~ienced. Instrumentation and load tests demonstrated the static capacity of the piles in excess of twice the 889kN design load. Dynamic instrumentation during driving was used to locate broken piles arh establish redriving requirements for determining the integrity ani the adequacy of the piles. Auth.
Friction piles with a tapered lower portion have been used successfully on site. Attempts to compute the bearing capacities of such piles are discussed: it is concl~ded that the displacement of the piles depends greatly on the rate of compaction of the strata surrounding the pile tips. Examples of the use of tapered friction piles in Finland are described together with in situ loading test data.
836217
DESIGN LOAD OF BORED ~ LATERALLY LOADED Lu, S S Proc lOth International Conference on Soil Mechanics and Fotundation Engineering, Stockholm, 15-19 June 1981, V2, P767-770. Publ Rotterdam: A. A. Balkema, 1981 Testing data from instrumented bored piles is summsrized in the form of characteristic curves. For the load-stress curve obtained, a point on the curve Just prior to the load that will cause the pile to rapidly fail has been defined as a critical point and has been taken as a satisfactory criterion for determining the pile desig load.
836218 VERTICAL LOAD TESTS ON INSTRUMENTED ROOT-PILES Massad, F; Niysma, S; Rocha, R Proc lOth International Conference on Soil Mechanics and Foundation Engineerir~, StOckholm, 15-19 June 1981 , V2, FN?I-T?5. Publ Rotterdam: A. A. Balkema, 1981 V~-tical load tests were carried out on 3 instr~ merited root-piles in different conditions: one pile embedded in the rock, one pile point beari~ on top of bedrock, and one pile floating in the soil. A theoretical analysis based upon Cambefort's laws to describe soil-pile interaction was also carried out. Results indicated that far the safe load of hBMkN, far bedrock 12m c~ mare from the surface, floating piles could be used, and if the distance was not more than 8m, the piles should be embedded in rock. In all other cases point bearing piles should be used.
836219 PREDICTION
OF FRICTION PILE CAPACITY IN A TILL Meyerhof, G G; Brown, J D; Mouland, O D Proc 10th International Conference on Soil Mechanics and Foundation Engineering, StOckholm, 15-19 June 1981, V2, P777-780. Publ Rotterdam: A. A. Balkema, 1981
A comparison is made between the results of pressuremeter tests, screw plate tests and labc~atory tests far the determination of the undrained shear strength and modulus of deformation of a glacial till. These results are used to estimate the bearing capacity and settlements of piles far comparison with the results of load tests on piles driven into the till.
836220 FRICTION
BEARING PIPE PILES AT CALABAB PORT Moe, D; Arvesen, H; Holm, 0 S Proc lOth International Conferer~e on Soil Mechanics and Fourzlatlon Engineerirg, Stockholm, 15-19 ,Tune 1981, V2, P781-786. Publ Rotterdam: A. A. Balkema, 1981
men% profiles Of large IM led four~ations. Particularly good ce~relation with observations are obtained using the analogy of a pile-reinforced block, and good resttlts are also obtained using the boundary element method.
836216 EXPERIENCES OF TAPERED FRICTION PILES Lindqvist, L; PetaJa, J Proc 10th International Conference on Soil Mechanics and Fourgation Ergi~ering, Stockholm, 15-19 June 1981, V2, F759-766. Publ Rotterdam: A. A. Balkema, 1981
836212 UNDERPINNING OF A PILE FOUNDATION ON SO97 CLAY HUrler, J; Bucher, F Proc lOth International Conference on Soil Mechanics ani Founiation Engineering, Stockholm, 15-1 9 June 1981, V2, PTMI-7~5. Publ Rotterdam: A. A. Balkema, 1981 At the end of construction of a piled building excessive settlements were observed. As some cracks were already formed and further damage had to be expected remedial meast~es and investigations were uniertaken. The latter shewed that two critical situations with respect to the cast-in-place concrete piles existed, namely during the construction of the piles and durimg the backfilling arourd the building. An u n i ~ pinning with an additional I~ piles was designed and constructed. The performance of the building after the underpinning has been monitored by settlement m e a ~ e m e n t s . The results are satisfactory although the ground surrounding the building is still settling at a rate of 10m~year, bringing the total settlement measured in ll years to 31cm (llcm since completion of the underpinning). 836213 INI~GRITY AND AS-BUILT CAPACITY OF BORED PILE GROUP Eissenpfennig, J F; Weinhold, H F Proc 10th International Conference on Soil Mechanics and Foundation Engineering, Stockholm, 15-19 June 1981, V2, P7~7-7~9. Publ Rotterdam: A. A. Balkema, 1981 The paper summarizes field testing and analytical methods used to evaluate the static asbuilt capacity of a large group of bored piles bearing on hard rock and underlying a practically rigid superstructure. 83621~ BEARING CAPACITY CALCULATION FOR PIPE PILES K'los, J; TeJc/uman, A Proc 10th International Conference on Soil Mechanics and Foundation Engineering, StOckholm, 15-19 June 1981, V2, I~51-753. Publ Rotterdam: A. A. Balkema, 1981 The paper proposes a theoretical solution to the problem of soil core bearing capacity. Results of field investigations are discussed and a method to calculate the bearing capacity of open-ended pipe piles is presented. 836215 PILE INTEGRITY AND CAPACITY D~±'E~MINED BY REDRMNG Lacy, H S Proc 10th International Conference on Soll Mechanics and Foundation Engineering, Stockholm, 15-i 9 June 1981, V2, F755-758. Publ Rotterdam: A. A. Balkema, 1981 A procedure of redrivlng 0.36m square prestressed concrete piles up to 82m long was developed where low resistance to driving for substantial depths within the bearing stratum was exlx~ienced. Instrumentation and load tests demonstrated the static capacity of the piles in excess of twice the 889kN design load. Dynamic instrumentation during driving was used to locate broken piles arh establish redriving requirements for determining the integrity ani the adequacy of the piles. Auth.
Friction piles with a tapered lower portion have been used successfully on site. Attempts to compute the bearing capacities of such piles are discussed: it is concl~ded that the displacement of the piles depends greatly on the rate of compaction of the strata surrounding the pile tips. Examples of the use of tapered friction piles in Finland are described together with in situ loading test data.
836217
DESIGN LOAD OF BORED ~ LATERALLY LOADED Lu, S S Proc lOth International Conference on Soil Mechanics and Fotundation Engineering, Stockholm, 15-19 June 1981, V2, P767-770. Publ Rotterdam: A. A. Balkema, 1981 Testing data from instrumented bored piles is summsrized in the form of characteristic curves. For the load-stress curve obtained, a point on the curve Just prior to the load that will cause the pile to rapidly fail has been defined as a critical point and has been taken as a satisfactory criterion for determining the pile desig load.
836218 VERTICAL LOAD TESTS ON INSTRUMENTED ROOT-PILES Massad, F; Niysma, S; Rocha, R Proc lOth International Conference on Soil Mechanics and Foundation Engineerir~, StOckholm, 15-19 June 1981 , V2, FN?I-T?5. Publ Rotterdam: A. A. Balkema, 1981 V~-tical load tests were carried out on 3 instr~ merited root-piles in different conditions: one pile embedded in the rock, one pile point beari~ on top of bedrock, and one pile floating in the soil. A theoretical analysis based upon Cambefort's laws to describe soil-pile interaction was also carried out. Results indicated that far the safe load of hBMkN, far bedrock 12m c~ mare from the surface, floating piles could be used, and if the distance was not more than 8m, the piles should be embedded in rock. In all other cases point bearing piles should be used.
836219 PREDICTION
OF FRICTION PILE CAPACITY IN A TILL Meyerhof, G G; Brown, J D; Mouland, O D Proc 10th International Conference on Soil Mechanics and Foundation Engineering, StOckholm, 15-19 June 1981, V2, P777-780. Publ Rotterdam: A. A. Balkema, 1981
A comparison is made between the results of pressuremeter tests, screw plate tests and labc~atory tests far the determination of the undrained shear strength and modulus of deformation of a glacial till. These results are used to estimate the bearing capacity and settlements of piles far comparison with the results of load tests on piles driven into the till.
836220 FRICTION
BEARING PIPE PILES AT CALABAB PORT Moe, D; Arvesen, H; Holm, 0 S Proc lOth International Conferer~e on Soil Mechanics and Fourzlatlon Engineerirg, Stockholm, 15-19 ,Tune 1981, V2, P781-786. Publ Rotterdam: A. A. Balkema, 1981