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Lateral loading of deep foundations in stiff clay. 16F, 1T, 19R
161A
1623 GUDGE, HJ FJ~NDER,RAIKES,MARSHAI~,BRISTOL, GB Aspects of design and construction of the Winscar Dam.2F. WTR PWRsVZ7,N5,MAY,1975,PI67-172. The Winscar dam - a 53m high rockfill e m b a ~ e n t , in the UK is described. A ~ n g the many aspects considered is the placing of the asphaltic-concrete membrane on the upstream face to secure the impermeability of this water supply dam.
Dams other than e m b a n k m e n t dams 1624 SARKARIA, GS INT.ENGNG CO.SAN FRANCISCO,USA KoLLGAARD, EB INT.ENGNG CO.SAN FRANCISCO,USA SHARMA,RP INT.ENGNG Co.sAN FRA[~ISC:],US! New stress studies for old arch dams. Part two.6F. WTR PWR,V27,N6-7,JUNE-JULY 1975,P222-226. The relative merits of the three stress analysis techniques used to study three dams in the U.S.A. (finite element analysis, trial-load analysis snd structural model tests) are evaluated. 1625 TAYIOR,MJ D'APPO ONIA CONS.PITtSBURGH,USA In depth investigation of the 60 year old Milton Lake Dam. 9F,IR. WTR PWR,V27,N2,FEB.1975,P48-55. 1626 SARKARIA,GS INT.ENGNG Co.SAN FRANCISCO,USA KOLLGAARD, EB INT.ENGNG CO.SAN FRANCISC0,USA SHARMA,RP INT.ENGNG Co.SAN FRANCISCO,USA New stress studies of old arch dams. Part one.6F,1T. WTR PWR,V27N5,MAY,1975,P173-177. The application of three stress analysis techniques, (finite element analysis, trial-load analysis and structural model tests) to three existing concrete arch dams in the western USA (Pacorma, Ross and Lake Spaulding dams) is described. 1627 GILG,B ELECTRO-WATT ENGNG,ZURICH,CH Rock mechanics problems at Jose Antonio Paez arch dam. Conference. 5F,2T. PROC.THIRD CONGRESS, INT.SOC.ROCK MECH.,DHNVFLR,1974, V2,PART B,1974, P890-895.
Foundations See "also abstracts: 1579,1668. 1628 BOURBONNAIS, J MONTREAL ENGNG CO.MONTREAL, CDN MORGENSTERN, NR UNIV .ALBERTA, EDMONTON, CDN An analysis of the deformation of tb_ree dam foundations. Conference. 7F, 2T,IIR. PROC.THIRD CONGRESS INT.SOC.ROCK MECH.,DENVER,1974, V2, PART B, 197h,P685-690. In order to estimate any discrepancy between behaviour of rock masses determined from in-situ tests such as plate-bearing tests, and actual behaviour as in dam foundations, the elastic deformation parameters consistent with reported displacements of three dam foundations are calculated and compared with those obtained from insitu tests. Special attention is paid to the treatment of the water-pressure distribution in the foundation.
1629 CHIRAEV, RA INST. RES .HYDROTECH. LENINGRAD, SU FRADK IN, LP IN ST. R ES. HYDROTECH. LENINGRAD, SU Substantiation of shearing resistance design para-
meters for rock foundation of concrete retaining structures. Conference. In French. IF,IT,12R. PROC.THIRD CONGRESS INT.SOC.ROCK M~H.DENVER,1974, V2, PART B,1974,P691-695. A method for the evaluation of design characteristics of shear resistance of rock based on data from in-situ shear tests is suggested. The method makes allowance for the extent of scatter of experimental points due to random factors, and the difference between experimental and prototype conditions. 1630 pk~T.TI~GRINO, A Surface footings o n soft rocks. Conference. 9F,2R. PROC.THIRD CONGRESS INT.SOC.ROCK MECH.,DENVER,1974, V2, PART B,1974,P733-738 • A wide-ranging in-situ investigation involving plate load tests at the surface of the volcanic tuff of the Naples area is reported. The plate diameters were 300 and 500~n and repeated tests up to failure were conducted. Laboratory tests on core samples were used to study strength and stress-strain behaviour of the rock. A non-linear elastic finite element analysis of the problem was used to interpret the results, which may be used in the design of footings on soft rocks. 1631 WEll,HOLD, H Bearing capacity of bored piles in partially decomposed and fissured rock as well as in soils similar to rock. Conference. In German. 2T.19R. PROC.THIRD CONGRESS INT.SOC.ROCK MECH.,DENVER,!974, V2, PART B,1974, P751-756. 1632 JOHNSON, GR HONEYWELL INC .MINNEAPOLIS, USA CHR ISTIANO, P CARNEG IE-M]KLON UNIV .PITTSBURGH, USA EPSTEIN,HI UNIV. MINN .MINNEAPOL IS, USA Stiffness coefficients for e ~ e d d e d footings. 6F, 2T, 26R. J .GEOTECH. ENGRG DIV., ASCE,VIOI, GTS, AUG.1975, P789-800. Static stiffness coefficients, evaluated through a finite element analysis, are presented for rigid circular and strip footings e ~ e d d e d in an elastic stratum that rests on an undeformable base. In addition, a simplified method is presented for computing stiffness coefficients for footings that bear on layered media. Results indicate that while the depth of embedment significantly affects the stiffness coefficient for circular footings, the thickness of the stratum is less important. In the case of strip footings, however, the thickness of the stratum is more influential than the depth of embedment for all except the rocking mode. The differences in stiffness coefficients pertaining to circular and strip footings are important when selecting values for actual foundations of more general planform. Auth.
1633 REESE, LC UNI~r.TEXAS, AUSTIN, USA WELCH, RC UN IV. ARKANSAS, FAYETTE~J II~E, USA Lateral loading of deep foundations in stiff clay. 16F, IT, 19R. J. GEOTECH. FAYGNG D l~J.,ASC E. VIO 1, GT7, ~JLY, 1975, P633- 649. A full-sized drilled shagt, or drilled pier, was construe. ted in the field in a stratum of stiff clay. The foundation was instrumented so that bending moment could be measured at various depths. A series of lateral loads, both short-term static and cyclic, were applied to the foundation and families of bending moment curves, along with the boundary conditions at the groundline, were obtained. These data were analyzed and sets of curves wer~ developed showing soil resistance p as s function of deflection y for various depths. Equations are presented for the development of p-y curves for stiff clay, both for short-term static loading and for cyclic loading. The expressions were tested against available experiments and were found to yield satisfactory results. Auth.
1623 GUDGE, HJ FJ~NDER,RAIKES,MARSHAI~,BRISTOL, GB Aspects of design and construction of the Winscar Dam.2F. WTR PWRsVZ7,N5,MAY,1975,PI67-172. The Winscar dam - a 53m high rockfill e m b a ~ e n t , in the UK is described. A ~ n g the many aspects considered is the placing of the asphaltic-concrete membrane on the upstream face to secure the impermeability of this water supply dam.
Dams other than e m b a n k m e n t dams 1624 SARKARIA, GS INT.ENGNG CO.SAN FRANCISCO,USA KoLLGAARD, EB INT.ENGNG CO.SAN FRANCISCO,USA SHARMA,RP INT.ENGNG Co.sAN FRA[~ISC:],US! New stress studies for old arch dams. Part two.6F. WTR PWR,V27,N6-7,JUNE-JULY 1975,P222-226. The relative merits of the three stress analysis techniques used to study three dams in the U.S.A. (finite element analysis, trial-load analysis snd structural model tests) are evaluated. 1625 TAYIOR,MJ D'APPO ONIA CONS.PITtSBURGH,USA In depth investigation of the 60 year old Milton Lake Dam. 9F,IR. WTR PWR,V27,N2,FEB.1975,P48-55. 1626 SARKARIA,GS INT.ENGNG Co.SAN FRANCISCO,USA KOLLGAARD, EB INT.ENGNG CO.SAN FRANCISC0,USA SHARMA,RP INT.ENGNG Co.SAN FRANCISCO,USA New stress studies of old arch dams. Part one.6F,1T. WTR PWR,V27N5,MAY,1975,P173-177. The application of three stress analysis techniques, (finite element analysis, trial-load analysis and structural model tests) to three existing concrete arch dams in the western USA (Pacorma, Ross and Lake Spaulding dams) is described. 1627 GILG,B ELECTRO-WATT ENGNG,ZURICH,CH Rock mechanics problems at Jose Antonio Paez arch dam. Conference. 5F,2T. PROC.THIRD CONGRESS, INT.SOC.ROCK MECH.,DHNVFLR,1974, V2,PART B,1974, P890-895.
Foundations See "also abstracts: 1579,1668. 1628 BOURBONNAIS, J MONTREAL ENGNG CO.MONTREAL, CDN MORGENSTERN, NR UNIV .ALBERTA, EDMONTON, CDN An analysis of the deformation of tb_ree dam foundations. Conference. 7F, 2T,IIR. PROC.THIRD CONGRESS INT.SOC.ROCK MECH.,DENVER,1974, V2, PART B, 197h,P685-690. In order to estimate any discrepancy between behaviour of rock masses determined from in-situ tests such as plate-bearing tests, and actual behaviour as in dam foundations, the elastic deformation parameters consistent with reported displacements of three dam foundations are calculated and compared with those obtained from insitu tests. Special attention is paid to the treatment of the water-pressure distribution in the foundation.
1629 CHIRAEV, RA INST. RES .HYDROTECH. LENINGRAD, SU FRADK IN, LP IN ST. R ES. HYDROTECH. LENINGRAD, SU Substantiation of shearing resistance design para-
meters for rock foundation of concrete retaining structures. Conference. In French. IF,IT,12R. PROC.THIRD CONGRESS INT.SOC.ROCK M~H.DENVER,1974, V2, PART B,1974,P691-695. A method for the evaluation of design characteristics of shear resistance of rock based on data from in-situ shear tests is suggested. The method makes allowance for the extent of scatter of experimental points due to random factors, and the difference between experimental and prototype conditions. 1630 pk~T.TI~GRINO, A Surface footings o n soft rocks. Conference. 9F,2R. PROC.THIRD CONGRESS INT.SOC.ROCK MECH.,DENVER,1974, V2, PART B,1974,P733-738 • A wide-ranging in-situ investigation involving plate load tests at the surface of the volcanic tuff of the Naples area is reported. The plate diameters were 300 and 500~n and repeated tests up to failure were conducted. Laboratory tests on core samples were used to study strength and stress-strain behaviour of the rock. A non-linear elastic finite element analysis of the problem was used to interpret the results, which may be used in the design of footings on soft rocks. 1631 WEll,HOLD, H Bearing capacity of bored piles in partially decomposed and fissured rock as well as in soils similar to rock. Conference. In German. 2T.19R. PROC.THIRD CONGRESS INT.SOC.ROCK MECH.,DENVER,!974, V2, PART B,1974, P751-756. 1632 JOHNSON, GR HONEYWELL INC .MINNEAPOLIS, USA CHR ISTIANO, P CARNEG IE-M]KLON UNIV .PITTSBURGH, USA EPSTEIN,HI UNIV. MINN .MINNEAPOL IS, USA Stiffness coefficients for e ~ e d d e d footings. 6F, 2T, 26R. J .GEOTECH. ENGRG DIV., ASCE,VIOI, GTS, AUG.1975, P789-800. Static stiffness coefficients, evaluated through a finite element analysis, are presented for rigid circular and strip footings e ~ e d d e d in an elastic stratum that rests on an undeformable base. In addition, a simplified method is presented for computing stiffness coefficients for footings that bear on layered media. Results indicate that while the depth of embedment significantly affects the stiffness coefficient for circular footings, the thickness of the stratum is less important. In the case of strip footings, however, the thickness of the stratum is more influential than the depth of embedment for all except the rocking mode. The differences in stiffness coefficients pertaining to circular and strip footings are important when selecting values for actual foundations of more general planform. Auth.
1633 REESE, LC UNI~r.TEXAS, AUSTIN, USA WELCH, RC UN IV. ARKANSAS, FAYETTE~J II~E, USA Lateral loading of deep foundations in stiff clay. 16F, IT, 19R. J. GEOTECH. FAYGNG D l~J.,ASC E. VIO 1, GT7, ~JLY, 1975, P633- 649. A full-sized drilled shagt, or drilled pier, was construe. ted in the field in a stratum of stiff clay. The foundation was instrumented so that bending moment could be measured at various depths. A series of lateral loads, both short-term static and cyclic, were applied to the foundation and families of bending moment curves, along with the boundary conditions at the groundline, were obtained. These data were analyzed and sets of curves wer~ developed showing soil resistance p as s function of deflection y for various depths. Equations are presented for the development of p-y curves for stiff clay, both for short-term static loading and for cyclic loading. The expressions were tested against available experiments and were found to yield satisfactory results. Auth.