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Exhibition on foundation engineering in the USSR
230A
228O KIM,JB BRUNGRAB~, RJ Measuring pile deflections with inclincmeter; -Technical note. 1F,1R. J. GEOTECH. ENGNG. DIV.VlO0, N. GTT, JULY, 1974, P867-869. This note reports on the experience in meas~ix~ the lateral displacements of piles at a test site, (the site conditions consisted of a layer of fairly uniform cla~ aplrox. 40ft thick ur~erlain by a layer of limestone), with the inclinometer supplied by the Slope Indicator Com~m~, known as a Digitilt-Minimouse, which was a 7/8 in. diam. unit, designed to be used in tubes that are smallar than the usual plastic or alumlnium tubes that acc~modate the atarzlard Digitilt model.
2281 I3GGATT,AJ B R A ~ T . , GE Submerged foumdatiens for i00,000 ton oil tanks. 16F, 2T. PROC. INST. CIV. E ~ R S •V54, MAY, 1973 , P291- 305. The paper describes the events which followed the failure of the pile foundation b e ~ e a ~ tar~ 281 at Fawley Refinery. After consid~ation of alternative schemes it was decided to build new foumdations for tanks 281 anl 282 on the adjacent site by means of 'soil replacement' involvimg underwater excavation of soft soils and compaction by vibration of the replacement fill. Problems which arose durir~ construction are discussed. The tanks, 260ft. d i a m ~ ard 65ft. high, ware then transferred by fl~ation on to the new bases, where they were h ~ s ~ e d using nearly i00,000 tons of sea water in each.~
2282 CL ' A.RES~,JL TAYLC~, HP Model tests to determine the influence of support stiffness u~on the distribution of pile loads on an elght-pile cap. 13F,2R. MAG. CONCRETE RES.V26, N86, MAR. 1974, P39-~6. Tests were carried out on three models, to scales of 1:4~ l:15 a~d 1:38~ of a large pile cap spanning eight piles. The smallest model was tested to determine the effect of the cracking of the pile cap and of varying pile stiffness u~on the distribution of the applied load between the piles. The results of the tests are presented amd are compared with the results of the teats at the larger scales. The use of very sm~1] models is shown to be of great value in amplifying the results of more expensive large-scale tests. 2283 VESIC,AS D~ UNIV.DURHAM, N.C .USA Analysis of ultimate loads of shallow foundations. Closure of discussion of original paper J. Soil Mech. Foumd. Div. Jan. 1973. 1F,6R. J. GEOTECH. E~GNG. DIV. V100, N. GT~, 1974, P949-951 • 2284 FEDOROV, BS Results of the 8th international conference on soll mec_hamics amd foumdation e~gineering - a short review of the confe~ance proceedings amd suumary of the main scientific-technical results. 3F. SOIL MECH.FOUNDATION ENG.V10, N6,1973, P373-377.
2285 MALIKOVA, TA Effect of rigidity of the superstructure on the performance of a foumdation plate. 3F,1T,4R. SOIL ~CH.FOUNDATION E~.VIO, N6,1973, F~05-409. To determine the effect of rigidity of the superstructure
on performance of a f o u n ~ i o n plate, two variants were ~roduced for designimg such a plate of interlocked silo frames, loaded with a vertical symmetrical load of P= i000 tons acc~xling to the MRP-3 cumyatar program: one without consideration of a rigid superstructt~e and the other with very rigid conti~ous frames amd compliance of the subsilo piers. The MRP-3 l~ogram I developed by the authors for continnous rectangular fourzlation plates of considerable ler~th amd free edges, enables a strict solution to the problem of designing a plate considering a rigid superstructure to be obtained. 2286 SHELYAPIN, RS Effect of the contact tamgential ccmpommn~ of reactive resistance on stresses in a beam wall on a soil base. BF, IT,6R. sOIL MECH.FGUNDATION ENG.VI0, ~6,1973, P3~-402 • A mathematical armlysis is presented which supports l~ewlous work by Kale%n, ard which allows two i m ~ a n t conclusions about fourzlation structures to be reached:(i) that the effect of contact targential stresses on the state of stress of a beam wall as a soil base, cannot be igncred; amd (2) the significance of the effect of the tar~ential component of the reaction of the base on the state of stress of beam walls requires refir~ment of the contact problem. 2287 ASTIIL, AW UNIV.ASTON BIP~NGHAM, GB Four~tion design and CPllO. 2F. CIVIL E~NG. JUNE, 1974, P26- 27. The new code of practice for the structural uee of concrete (CPIIO, 1972 ) is based on the principles of limit state design. The design is based on ultimate load ar~ stremgths rather than working loads as in the past. The paper reviews the difficulties which could arise through this approach, and proposes some solutions. 2288 WHITAEER, T Structural integrity of piles. 4F,4R. C IV .ENG. JOS~, 1974, P20- 23 • The paper outlines some methods available for testing the integrity of large diameter bored piles when the cost of test-loading a large pile is unacceptable. Some of the methods reviewed are acoustic scara~img, calliper logging, preformed borehole methods, single hole sonic testing, radiometric logging stud vibration testing. 2289 HIT.T.~, P Piling tinder the ocean - a brief description of a lO ton hydraulic prototype of an inside the pile hammer currently being used on the H u m o r estuary with encouraging results. CIV .ENG,.JUNE, 1974, P29 • 2290 SVETINSKII, EV TUPIKOV, MV Exhibition on foundation engineering in the USSR. 2F. SOIL MECH.FOUNDATION ENG.V10, N6,1973, P417-~21. A description of exhibits, where the equipment was shown in model form, is given. The exhibition cum~ised sixsections:- (1) Methods of investigation of four--ion soils; (2) Foumdations on natural soils; (3) Pile foumdations; (4) Construction on permafrost soils; (5) Construction on collapsible and weak soils; (6) Underground struct~es.
228O KIM,JB BRUNGRAB~, RJ Measuring pile deflections with inclincmeter; -Technical note. 1F,1R. J. GEOTECH. ENGNG. DIV.VlO0, N. GTT, JULY, 1974, P867-869. This note reports on the experience in meas~ix~ the lateral displacements of piles at a test site, (the site conditions consisted of a layer of fairly uniform cla~ aplrox. 40ft thick ur~erlain by a layer of limestone), with the inclinometer supplied by the Slope Indicator Com~m~, known as a Digitilt-Minimouse, which was a 7/8 in. diam. unit, designed to be used in tubes that are smallar than the usual plastic or alumlnium tubes that acc~modate the atarzlard Digitilt model.
2281 I3GGATT,AJ B R A ~ T . , GE Submerged foumdatiens for i00,000 ton oil tanks. 16F, 2T. PROC. INST. CIV. E ~ R S •V54, MAY, 1973 , P291- 305. The paper describes the events which followed the failure of the pile foundation b e ~ e a ~ tar~ 281 at Fawley Refinery. After consid~ation of alternative schemes it was decided to build new foumdations for tanks 281 anl 282 on the adjacent site by means of 'soil replacement' involvimg underwater excavation of soft soils and compaction by vibration of the replacement fill. Problems which arose durir~ construction are discussed. The tanks, 260ft. d i a m ~ ard 65ft. high, ware then transferred by fl~ation on to the new bases, where they were h ~ s ~ e d using nearly i00,000 tons of sea water in each.~
2282 CL ' A.RES~,JL TAYLC~, HP Model tests to determine the influence of support stiffness u~on the distribution of pile loads on an elght-pile cap. 13F,2R. MAG. CONCRETE RES.V26, N86, MAR. 1974, P39-~6. Tests were carried out on three models, to scales of 1:4~ l:15 a~d 1:38~ of a large pile cap spanning eight piles. The smallest model was tested to determine the effect of the cracking of the pile cap and of varying pile stiffness u~on the distribution of the applied load between the piles. The results of the tests are presented amd are compared with the results of the teats at the larger scales. The use of very sm~1] models is shown to be of great value in amplifying the results of more expensive large-scale tests. 2283 VESIC,AS D~ UNIV.DURHAM, N.C .USA Analysis of ultimate loads of shallow foundations. Closure of discussion of original paper J. Soil Mech. Foumd. Div. Jan. 1973. 1F,6R. J. GEOTECH. E~GNG. DIV. V100, N. GT~, 1974, P949-951 • 2284 FEDOROV, BS Results of the 8th international conference on soll mec_hamics amd foumdation e~gineering - a short review of the confe~ance proceedings amd suumary of the main scientific-technical results. 3F. SOIL MECH.FOUNDATION ENG.V10, N6,1973, P373-377.
2285 MALIKOVA, TA Effect of rigidity of the superstructure on the performance of a foumdation plate. 3F,1T,4R. SOIL ~CH.FOUNDATION E~.VIO, N6,1973, F~05-409. To determine the effect of rigidity of the superstructure
on performance of a f o u n ~ i o n plate, two variants were ~roduced for designimg such a plate of interlocked silo frames, loaded with a vertical symmetrical load of P= i000 tons acc~xling to the MRP-3 cumyatar program: one without consideration of a rigid superstructt~e and the other with very rigid conti~ous frames amd compliance of the subsilo piers. The MRP-3 l~ogram I developed by the authors for continnous rectangular fourzlation plates of considerable ler~th amd free edges, enables a strict solution to the problem of designing a plate considering a rigid superstructure to be obtained. 2286 SHELYAPIN, RS Effect of the contact tamgential ccmpommn~ of reactive resistance on stresses in a beam wall on a soil base. BF, IT,6R. sOIL MECH.FGUNDATION ENG.VI0, ~6,1973, P3~-402 • A mathematical armlysis is presented which supports l~ewlous work by Kale%n, ard which allows two i m ~ a n t conclusions about fourzlation structures to be reached:(i) that the effect of contact targential stresses on the state of stress of a beam wall as a soil base, cannot be igncred; amd (2) the significance of the effect of the tar~ential component of the reaction of the base on the state of stress of beam walls requires refir~ment of the contact problem. 2287 ASTIIL, AW UNIV.ASTON BIP~NGHAM, GB Four~tion design and CPllO. 2F. CIVIL E~NG. JUNE, 1974, P26- 27. The new code of practice for the structural uee of concrete (CPIIO, 1972 ) is based on the principles of limit state design. The design is based on ultimate load ar~ stremgths rather than working loads as in the past. The paper reviews the difficulties which could arise through this approach, and proposes some solutions. 2288 WHITAEER, T Structural integrity of piles. 4F,4R. C IV .ENG. JOS~, 1974, P20- 23 • The paper outlines some methods available for testing the integrity of large diameter bored piles when the cost of test-loading a large pile is unacceptable. Some of the methods reviewed are acoustic scara~img, calliper logging, preformed borehole methods, single hole sonic testing, radiometric logging stud vibration testing. 2289 HIT.T.~, P Piling tinder the ocean - a brief description of a lO ton hydraulic prototype of an inside the pile hammer currently being used on the H u m o r estuary with encouraging results. CIV .ENG,.JUNE, 1974, P29 • 2290 SVETINSKII, EV TUPIKOV, MV Exhibition on foundation engineering in the USSR. 2F. SOIL MECH.FOUNDATION ENG.V10, N6,1973, P417-~21. A description of exhibits, where the equipment was shown in model form, is given. The exhibition cum~ised sixsections:- (1) Methods of investigation of four--ion soils; (2) Foumdations on natural soils; (3) Pile foumdations; (4) Construction on permafrost soils; (5) Construction on collapsible and weak soils; (6) Underground struct~es.