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Interpretation of axial load tests on long files
189A
dance of the pile cross section. Different capacity modification factors are used for routine load tests and high level test loading. Modern methods of dynamic monitoring are inclmled and capacity determination by such methods is accepted as equivalent to detr;=,~ination from routine load tests. 836179 BEARING CAPACITY OF S H A L L ~ FOOTING, SAND OVER CLAY. TECHNICAL NOTE K r a f % L M; Helfrich~ S C Can Oeotech J, V20, NI, Feb 1983, I=182-185 Results from full-scale and model bearing capacity tests are compared with predictions from projected area methods a~d with a more rigorous method developed by Harma and Meyerhof. The results support the more rigorous method: the ratio of predicted to observed bearing capacity was 0.99. 836180 BEARING CAPACITY OF TWO CLOSELY-SPACeD SHAI/EW FOUNDATIONS ON SAND Das, B M; Larbi-Cherif, S Soils Fotmd, V~3, ~I, March 1983, PI-7 Laboratory model test results for t h e ultimate bearing capacity of two closely-spaced strip foumdations on samd are ;resented. The results are compared with the theoretical study given by Stuart. The nature of variation of the experimental efficiency factors associated with the bearing capacity factors is similar to those predicted by the theory, however their magmltudes are substantially lower for a fouzzlation spacing/foundation width ratio (S/B) less than about 3. The foumdation settlement at ultimate failure load increases for S/B less than ~.5 when compared with that of an isolated foundation. 836181 NEW APPROACH TO THE ANALYSIS OF LATERALLY LOA~ED PILES Akoz, Y; Ontuma, K A; Sa~ame~, A Proc 10th Internatiomal Conference on Soil Mechanics and Foundation Er~Ineerir~, Stockholm, 15-19 June 1981, V2, P~87-592. Publ Rotterdam: A. A. Balkemm, 1981 A method is presented where the soil reactions of a laterally loaded pile are c ~ i ~ % ~l from pile moments, measured in model tests, which are then integrated usimg a Volterra type integration equation. By employing a method which uses integration instead of differentiation~ the influence of errors inherent in experimental data are minimized. 836182 INTERPRETATION OF AYIAL LOAD TESTS ON LONG PILES Apperdino, M Proc lOth Intermtio~al Conference on Soil Mechanics and Foundation Er~ineerimg, Stockholm, 15-19 June 1981, V2, P593-598. Publ Rotterdam: A. A. Balkema, 1981 Results from load tests on lot6 high-calmcity emd bearing driven piles indicate that failure of the piles occurs suddenly. Consequently the ultimate resistance cannot be anticipated from extrapolation of load vs settlement curves. Interl~etation of load tests on non-instrtm~nted piles may lead to erroneous results due to the influence of variations in intensity and distribution of shaft resistance.
836183 NEGATIVE SKIN FRICTION ON PILES IN MEXICO CITY CLAY AIxrlnet, G; Earell~ J J Proc lOth International Conference on Soil Mechanics and Foundation Engineering, Stockholm, 15-19 June 1981, V2, I~99-60~. Publ Rotterdam: A. A. Balkema, 1981 Two instrumented piles were driven in an area of the fc~une~ Te~coco Lake~ Me~ico, which was affected by an intense pumping-induced consolidation. Progressive development of negative skin friction and its variation with time during a year period were observed. Important downdrag loads, varying according to the seasons and fluctuations of the water table were measured. 83618~ PERFORMANCE OF FRICTION PILES IN BANOKOK SUBSOILS Balasubramaniam, A S; Phota-Yanuvat, C; G a ~ shananthan, R Proc lOth International Conference on Soil Mechanics and Fo~dation EI~Ineering, Stockholm~ 15-19 June 1981, V2, P605-610. Pt~I Rotterdam: A. A. Balkema, 1981 Full scale pile load tests carried out on over 40 piles were analysed using total and effective stress methods, wave equation analysis, and a reliability based ~robabllistic approach. The bearing capacities of the piles were also evaluated using data from Dutch cone tests. The Dutch come test data was found to be most useful in Iredlcting ultimate bearing capacity of 6 to 30m piles. The total stress method was found to give reasonable results for piles in stiff clay amd in sard. The wave equation analysis indicated that the ultimate bearing capacity as m e a ~ e d from t e s t loads was about 1.22 to I.~ times the predicted soil resistance. 836185 FILE FOUNDATION Bartolomey, A A; Doroshkevitch, N M; Yushkov, B S Proc lOth International Conference on Soil Mechanics and Fourdation Engineering, Stockholm, 15-19 June 1981, V2, P611-61~. PuB1 Rotterdam: A. A. Balkema, 1981 Presents t h e results of investigations on pore ani effective I~ess~es~ on the increase of bearing capacity with time of Pile fo~ndstions in water-satlz~ated clayey solls, and on the performance of groups of piles under vertical loads. ObseTvations of measured settlements are given for several buildings constructed on pile foundatioms, together with ~redictions from different fca'~ulae. Examples of buildings with inadmissible values of settlement are described with remedial measures taken. 836186 Dp~'.Tk-m~PT]~ DESIGN BASED ON L O A D - ~ u - ± ' L ~ T CURVE Bazant, Z; Masopust, J Proc 10th International Conference on Soil Mechanics arzl Fourdation Engineerir~, Stockholm, 15-19 June 1981, V2, P615-618. Publ Rotterdam: A. A. Balkema, 1981 The ultimate iced-settlement c~-ve is I~esented in a form suitable fcr determining the axial besrir~ capacity of drilled piles. The curve is composed of a parabola ard a straight line, to account for nonlinearity of load and settlemerit, a~d t h e medulus of defcrmatic~ is taken as ir~reasing with depth (nonhomngeneity of the
soil).
dance of the pile cross section. Different capacity modification factors are used for routine load tests and high level test loading. Modern methods of dynamic monitoring are inclmled and capacity determination by such methods is accepted as equivalent to detr;=,~ination from routine load tests. 836179 BEARING CAPACITY OF S H A L L ~ FOOTING, SAND OVER CLAY. TECHNICAL NOTE K r a f % L M; Helfrich~ S C Can Oeotech J, V20, NI, Feb 1983, I=182-185 Results from full-scale and model bearing capacity tests are compared with predictions from projected area methods a~d with a more rigorous method developed by Harma and Meyerhof. The results support the more rigorous method: the ratio of predicted to observed bearing capacity was 0.99. 836180 BEARING CAPACITY OF TWO CLOSELY-SPACeD SHAI/EW FOUNDATIONS ON SAND Das, B M; Larbi-Cherif, S Soils Fotmd, V~3, ~I, March 1983, PI-7 Laboratory model test results for t h e ultimate bearing capacity of two closely-spaced strip foumdations on samd are ;resented. The results are compared with the theoretical study given by Stuart. The nature of variation of the experimental efficiency factors associated with the bearing capacity factors is similar to those predicted by the theory, however their magmltudes are substantially lower for a fouzzlation spacing/foundation width ratio (S/B) less than about 3. The foumdation settlement at ultimate failure load increases for S/B less than ~.5 when compared with that of an isolated foundation. 836181 NEW APPROACH TO THE ANALYSIS OF LATERALLY LOA~ED PILES Akoz, Y; Ontuma, K A; Sa~ame~, A Proc 10th Internatiomal Conference on Soil Mechanics and Foundation Er~Ineerir~, Stockholm, 15-19 June 1981, V2, P~87-592. Publ Rotterdam: A. A. Balkemm, 1981 A method is presented where the soil reactions of a laterally loaded pile are c ~ i ~ % ~l from pile moments, measured in model tests, which are then integrated usimg a Volterra type integration equation. By employing a method which uses integration instead of differentiation~ the influence of errors inherent in experimental data are minimized. 836182 INTERPRETATION OF AYIAL LOAD TESTS ON LONG PILES Apperdino, M Proc lOth Intermtio~al Conference on Soil Mechanics and Foundation Er~ineerimg, Stockholm, 15-19 June 1981, V2, P593-598. Publ Rotterdam: A. A. Balkema, 1981 Results from load tests on lot6 high-calmcity emd bearing driven piles indicate that failure of the piles occurs suddenly. Consequently the ultimate resistance cannot be anticipated from extrapolation of load vs settlement curves. Interl~etation of load tests on non-instrtm~nted piles may lead to erroneous results due to the influence of variations in intensity and distribution of shaft resistance.
836183 NEGATIVE SKIN FRICTION ON PILES IN MEXICO CITY CLAY AIxrlnet, G; Earell~ J J Proc lOth International Conference on Soil Mechanics and Foundation Engineering, Stockholm, 15-19 June 1981, V2, I~99-60~. Publ Rotterdam: A. A. Balkema, 1981 Two instrumented piles were driven in an area of the fc~une~ Te~coco Lake~ Me~ico, which was affected by an intense pumping-induced consolidation. Progressive development of negative skin friction and its variation with time during a year period were observed. Important downdrag loads, varying according to the seasons and fluctuations of the water table were measured. 83618~ PERFORMANCE OF FRICTION PILES IN BANOKOK SUBSOILS Balasubramaniam, A S; Phota-Yanuvat, C; G a ~ shananthan, R Proc lOth International Conference on Soil Mechanics and Fo~dation EI~Ineering, Stockholm~ 15-19 June 1981, V2, P605-610. Pt~I Rotterdam: A. A. Balkema, 1981 Full scale pile load tests carried out on over 40 piles were analysed using total and effective stress methods, wave equation analysis, and a reliability based ~robabllistic approach. The bearing capacities of the piles were also evaluated using data from Dutch cone tests. The Dutch come test data was found to be most useful in Iredlcting ultimate bearing capacity of 6 to 30m piles. The total stress method was found to give reasonable results for piles in stiff clay amd in sard. The wave equation analysis indicated that the ultimate bearing capacity as m e a ~ e d from t e s t loads was about 1.22 to I.~ times the predicted soil resistance. 836185 FILE FOUNDATION Bartolomey, A A; Doroshkevitch, N M; Yushkov, B S Proc lOth International Conference on Soil Mechanics and Fourdation Engineering, Stockholm, 15-19 June 1981, V2, P611-61~. PuB1 Rotterdam: A. A. Balkema, 1981 Presents t h e results of investigations on pore ani effective I~ess~es~ on the increase of bearing capacity with time of Pile fo~ndstions in water-satlz~ated clayey solls, and on the performance of groups of piles under vertical loads. ObseTvations of measured settlements are given for several buildings constructed on pile foundatioms, together with ~redictions from different fca'~ulae. Examples of buildings with inadmissible values of settlement are described with remedial measures taken. 836186 Dp~'.Tk-m~PT]~ DESIGN BASED ON L O A D - ~ u - ± ' L ~ T CURVE Bazant, Z; Masopust, J Proc 10th International Conference on Soil Mechanics arzl Fourdation Engineerir~, Stockholm, 15-19 June 1981, V2, P615-618. Publ Rotterdam: A. A. Balkema, 1981 The ultimate iced-settlement c~-ve is I~esented in a form suitable fcr determining the axial besrir~ capacity of drilled piles. The curve is composed of a parabola ard a straight line, to account for nonlinearity of load and settlemerit, a~d t h e medulus of defcrmatic~ is taken as ir~reasing with depth (nonhomngeneity of the
soil).