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Finite element for rock joints and interfaces
66A
Construction methods 616 MAYO, DF GEORGE WASHINGTON, UNIV .WASHINGTON, USA Development of ronpneumatic caisson engineering.
4F,41R. J. CONSTRUCT. DIV. V99, CO 1,19TS, P155 -173 • The open well method of manually digging foundations down to the bedrock and filling the resulting shaft with concrete or stone was developed in Chica~D in the 1890's. Mechanical drilling was -I~o used at this time I a large steam-powered auger being used in Kansas City, but it was not rapidly adopted due to cheapness of the open well process. In the 1920's well.drilllng techniques were adopted, enabling foundation piers to be drilled into soft ground to greater depths than were previous3,y possible. Subsequently engine-driven augers were used and in 1926 a hydraulic rotary drilling method was patented by Powell and a dry method by Hunt and Ropp. These two processes were widely implemented. ~bbile augers, both truck mounted and crane mounted were also developed and used. Recemt develorm~nts to advance pier drilling techniques include the Ber~to Deep Caisson Excavator (1957) and the use of bentonite when drilling in water.bearing soils. Auth. 617 LITTLF~OHN, GS UNIV .AB~DEEN~ SCOTLAND, GB Anchors 1. Ground anchors today, a foreword. 4F. GROUND ~GNG.V6,N6,197B,PZO-22. The types of anchorage system which are available today are outlined and criteria for deciding upon the suitability of a given type of anchorage system for a particular Job are presented. Reoonm~ndations by the Bureau Securitas regarding testing procednres for permanent and temporary anchorages are summarized. Quality control, test anchors, m~del tests and corrosion prevention are also considered.
Influence of dynamic loads due to explosions or earthquakes 618 GHABOUSSI, J NORWEGIAN .TECH.UNIV.TBONDHEIM, N WILSON,EL UNIV. CALIF . B ~ ~Y,USA Seismic analysis of earth dam-reserVOir systems. 6F,1TR. J .SOIL MECH .FOUND.DIV .V99, SM10,1973, P849 -862 • A method for dynamic stress analysis of saturated soil structures subject to earthquake loading is presented. The coupled equations of ~otion of the finite element dlscretized system are solved by a step-by-step integration scheme to determine the motion of the constituent materials along with the intergranular stresses and the pore ressures. Some results of an example of an earth dam-reservolr system are presented and analysed. 619 LITTLE,RR SCAVUZZO, RJ Vertical soil-structure interaction of nuclear power plants subjected to seismic excltat~on. ~UCL.ENG.DES.V24,N2,1973,P203-213. The vertical soil-structure interaction problem is investigated by coupling an N-mass lumped mass structure to a t w o - ~ s ~ n a l elastic half-space. Numerical results are obtained by iteration for an idealized three mass two-mode mvdel of a nuclear power plant containment structure. The effects of interaction are evaluated by comparing free.fleld acceleration spectrum reslDnse curves with similar curves determined from foundation -ntion. Auth.
620 VAN POOTJ EN, HK Projected performance. Rio Blanco project. DEP. NAT. TECH. INF. SERV. NVO-38-33, MARCH, 1972,88P. Data from three wells were analyzed to determine basic reservoir parameters and to predict a future reserVOir performance assuming nuclear stimulation is carried out. Cumulative production after 25 years was 19.9 BCF for 640-acre spacing. Additional predictions made using a range of permeabilities are also included. ~bwever, it is felt that the information used to determine the pressume dependent permeability was not necessari/~ valid and should not be given much consideration. Auth.
Experimental and numerical techniques 621 WRIGHT, SG UNIV .TEXAS,AUSTIN, USA KUI~WY, FH UNIV. SYRACUSE, N .Y .USA DUNCAN, JM UN IV. CALIF . B ~ ~Y, USA Accuracy of equilibrium slope stability analysis. 4F, IT
8R. J.SOIL MECH .FOUND. DIV .V99, SMIO, 1973, P783-791. The accuracy of limit equilibrium slope stability analyses are examined by comparing the results of the Sin~lified Bishop procedure with results obtained using the finite element method. It was concluded that the Simplified Bishop method, as well as other equilibrium analyses, do not involve large errors in the computed values for the overall factor of safety of earth slopes. 622 GHABOUSSI, J AGBABIAN ASSOC. EL SEGUND0, CALIF. USA W IISON, EL UNIV. CAL IF . B ~ E Y , USA ISENBERG,J AGBABIAN ASSOC.EL SEGUNDO,CALIF.USA Finite element for rock Joints and interfaces. IIF,SR. J.SOIL MECH.FOUND. DIV .V99, SMI0,1973, P833-848. The finite element method is used to analyse disoontinuities embedded in continuous systems. The method is general since it considers either linear or nonlinear properties of the continuum and nonlinear properties for the slip and debonding mechanism. A special finite element is deve/oped which represents the surface where slip or debonding may occur. Axis3nmnetric and plane strain elements are also developed. 623 HANNA, TH UNIV. SHEFF IELD, GB DINA, ~3 UNIV. SHEFFIELD, GB Anchors 2. Anchored inclined walls, a study of b ehaviour. 15F,BT, 18R. GROUND ENGNG.V6, N6,1973, P24-33. This paper attempts, in a se~mi-qus/qtitative nmunner, to show the d~ferennes in behaviour between vertical snd inclined walls SUpl~orted by rows of prestressed anchors and also to indicate factors which ~m/st be considered both during design and oonstruct~on. The case of a dry medium-dense norm~l]y consolidated ssnd is considered with the ssiad surface horizontal. Test techniques already developed (T.H. Hanna and G. Matallana, "The behavlour of tied-back retaining walls" Canadian C,~oteehnical Journal, VT,N4,F372-396.0 were used. 624 LARNACH, WJ UNIV .BRISTOL, GB Anchors 3. The behaviour of grouped inclined anchors in sand. llF,3R. GROUND ~GNG.V6, N6,1973, PB4-41. In this study on B- and 5- snchor groups the pullout
Construction methods 616 MAYO, DF GEORGE WASHINGTON, UNIV .WASHINGTON, USA Development of ronpneumatic caisson engineering.
4F,41R. J. CONSTRUCT. DIV. V99, CO 1,19TS, P155 -173 • The open well method of manually digging foundations down to the bedrock and filling the resulting shaft with concrete or stone was developed in Chica~D in the 1890's. Mechanical drilling was -I~o used at this time I a large steam-powered auger being used in Kansas City, but it was not rapidly adopted due to cheapness of the open well process. In the 1920's well.drilllng techniques were adopted, enabling foundation piers to be drilled into soft ground to greater depths than were previous3,y possible. Subsequently engine-driven augers were used and in 1926 a hydraulic rotary drilling method was patented by Powell and a dry method by Hunt and Ropp. These two processes were widely implemented. ~bbile augers, both truck mounted and crane mounted were also developed and used. Recemt develorm~nts to advance pier drilling techniques include the Ber~to Deep Caisson Excavator (1957) and the use of bentonite when drilling in water.bearing soils. Auth. 617 LITTLF~OHN, GS UNIV .AB~DEEN~ SCOTLAND, GB Anchors 1. Ground anchors today, a foreword. 4F. GROUND ~GNG.V6,N6,197B,PZO-22. The types of anchorage system which are available today are outlined and criteria for deciding upon the suitability of a given type of anchorage system for a particular Job are presented. Reoonm~ndations by the Bureau Securitas regarding testing procednres for permanent and temporary anchorages are summarized. Quality control, test anchors, m~del tests and corrosion prevention are also considered.
Influence of dynamic loads due to explosions or earthquakes 618 GHABOUSSI, J NORWEGIAN .TECH.UNIV.TBONDHEIM, N WILSON,EL UNIV. CALIF . B ~ ~Y,USA Seismic analysis of earth dam-reserVOir systems. 6F,1TR. J .SOIL MECH .FOUND.DIV .V99, SM10,1973, P849 -862 • A method for dynamic stress analysis of saturated soil structures subject to earthquake loading is presented. The coupled equations of ~otion of the finite element dlscretized system are solved by a step-by-step integration scheme to determine the motion of the constituent materials along with the intergranular stresses and the pore ressures. Some results of an example of an earth dam-reservolr system are presented and analysed. 619 LITTLE,RR SCAVUZZO, RJ Vertical soil-structure interaction of nuclear power plants subjected to seismic excltat~on. ~UCL.ENG.DES.V24,N2,1973,P203-213. The vertical soil-structure interaction problem is investigated by coupling an N-mass lumped mass structure to a t w o - ~ s ~ n a l elastic half-space. Numerical results are obtained by iteration for an idealized three mass two-mode mvdel of a nuclear power plant containment structure. The effects of interaction are evaluated by comparing free.fleld acceleration spectrum reslDnse curves with similar curves determined from foundation -ntion. Auth.
620 VAN POOTJ EN, HK Projected performance. Rio Blanco project. DEP. NAT. TECH. INF. SERV. NVO-38-33, MARCH, 1972,88P. Data from three wells were analyzed to determine basic reservoir parameters and to predict a future reserVOir performance assuming nuclear stimulation is carried out. Cumulative production after 25 years was 19.9 BCF for 640-acre spacing. Additional predictions made using a range of permeabilities are also included. ~bwever, it is felt that the information used to determine the pressume dependent permeability was not necessari/~ valid and should not be given much consideration. Auth.
Experimental and numerical techniques 621 WRIGHT, SG UNIV .TEXAS,AUSTIN, USA KUI~WY, FH UNIV. SYRACUSE, N .Y .USA DUNCAN, JM UN IV. CALIF . B ~ ~Y, USA Accuracy of equilibrium slope stability analysis. 4F, IT
8R. J.SOIL MECH .FOUND. DIV .V99, SMIO, 1973, P783-791. The accuracy of limit equilibrium slope stability analyses are examined by comparing the results of the Sin~lified Bishop procedure with results obtained using the finite element method. It was concluded that the Simplified Bishop method, as well as other equilibrium analyses, do not involve large errors in the computed values for the overall factor of safety of earth slopes. 622 GHABOUSSI, J AGBABIAN ASSOC. EL SEGUND0, CALIF. USA W IISON, EL UNIV. CAL IF . B ~ E Y , USA ISENBERG,J AGBABIAN ASSOC.EL SEGUNDO,CALIF.USA Finite element for rock Joints and interfaces. IIF,SR. J.SOIL MECH.FOUND. DIV .V99, SMI0,1973, P833-848. The finite element method is used to analyse disoontinuities embedded in continuous systems. The method is general since it considers either linear or nonlinear properties of the continuum and nonlinear properties for the slip and debonding mechanism. A special finite element is deve/oped which represents the surface where slip or debonding may occur. Axis3nmnetric and plane strain elements are also developed. 623 HANNA, TH UNIV. SHEFF IELD, GB DINA, ~3 UNIV. SHEFFIELD, GB Anchors 2. Anchored inclined walls, a study of b ehaviour. 15F,BT, 18R. GROUND ENGNG.V6, N6,1973, P24-33. This paper attempts, in a se~mi-qus/qtitative nmunner, to show the d~ferennes in behaviour between vertical snd inclined walls SUpl~orted by rows of prestressed anchors and also to indicate factors which ~m/st be considered both during design and oonstruct~on. The case of a dry medium-dense norm~l]y consolidated ssnd is considered with the ssiad surface horizontal. Test techniques already developed (T.H. Hanna and G. Matallana, "The behavlour of tied-back retaining walls" Canadian C,~oteehnical Journal, VT,N4,F372-396.0 were used. 624 LARNACH, WJ UNIV .BRISTOL, GB Anchors 3. The behaviour of grouped inclined anchors in sand. llF,3R. GROUND ~GNG.V6, N6,1973, PB4-41. In this study on B- and 5- snchor groups the pullout