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Artesian pressure challenges piling technique
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5~ AEMENID~WJ PARSONS~BRINCKEHHOFF ET AL, N.Y.USA Cofferdam for BAMID Embarcadero subway station. -Case stmdy reporting operations involved in the excavation and the methods used to monitor movement anl defcm~mations, 12F. J. SOIL MECH. FOUND. 0IV.V99, SMI0.1973, F727-74~.
HARTUNG, G UNIV.MUNICH, D The amgular dam:- A att~LV of a new farm of dam; ll Congress of Large Dams, Madrid 1973. 6F. ii CONGRESS ON LARGE DAMS, PAPER Q43,R.2,1973,gP. Concepts for a dam with angular cross-section are describedv The basic principle of an angular dam is a berzling resistive argular frame,- Special characteristics are as follows: i. Simple construction and utilization of the working load water to stabilize the s t r u c t u r e , - The most r~m~kable advantage is the Possibility to erect a concrete dam on a sand or gravel foundation. Comparison of a discounting technique between an earth fill dam amd an a t t a r dam for the idealized ring farm of an upper reservoir are presented;
603 ANONYMOUS Artesian pressl/re challenges piling technique. -Brief report on the design and construction of the piled foundations of fixed platforms in the North Sea. 5F. GROUND ENGNG.V6, h6,1973, P18-19 • 604 BAILEY, JL RAFgOPOULOS, DD SCAVUZZO, PJ Formulation of coupled lateral-rotatlonal foundationsoil interaction of building structures. NUCL. ENG. DES.V24, N2,1973, P214- 231. An analysis is made of the combined lateral and rocking motion of the foumdation of an N-mass structure coupled to a two-dimensional elastic halfspace the free-field motion of which simulates an earthquake; Auth.
Slopes See also abstract: 503.
Foundations See also abstract: 616.
599 ROBINS~Y, FI UNIV. TORONTO, CDN BESPFLUG, KE A I 2 ~ T A D~:~I'.ENVIRONMENT, CDN Design of insulated foundations. 16F, IT, gR. J. SOIL MECH.FOUND.DIV.V99, ~49,1973, P6~9-667. A method is presented for determining the thickness and width of the insulation needed to prevent frost heave of fourzlations, The method is based on a theoretical and Practical sttzly carried out by the authors in Canada; 600 DUNCAN, JM UNIV. CALIF . ~ ~Y, USA BUCHIGNANI, AL HARDING LAWSON ASSOC.SAN RAFAEL, USA Failure of tmderwater slope in San Francisco Bay. 14F, 1T, 18R. J. SOIL MECH.FOUND.DIV.V99,S49,1973,P687-703. The failure of a 90 ft." high u n d ~ a t e r slope is used to assess the accuracy of conventional laboratory field vane shear tests for measuring the undrained stremgth of a nc~mally consolidated clay. Empirical connections for measured strengths are recomnended; 601 BOWER, JE US ~ RES.LAB.PA.USA Predicted pullout strength of sheet-piling interlocks, ~FjIT sSR. J. SOIL MECH. FENJND.DIV.V99, SMIO j1973 sP765 -781. A lower-boumd amlysis i~clt~Ling an efl eotive attain-hardening stress was developed and compared with experimental pullout strengths from numerous interlock configurations; 602 ~AKRISHNANI M INDIAN INST. TECH.KANPUR~ IND KRISHNASWAMY, NR REG. ENGNG. COLL. SURATEAL, IND Response of embedded footings to v ~ t i c a l vibrations. IOF, 2T, 22R. J. SOIL MECH. FOUND.DIV.V~j SMI0,19732 P863-883. Steady~state vibration tests irzlicate decrease of maximum amplittzles of motion amd increase of resonant frequencies as a result of embedment: A simple procedure by which the constant functional force of the Coulomb friction damping can be evaluated is described.
6o5 MITC~.T., JK UNIV. CALIF. B~.k'~Y, USA WOODWARD, RJ WOODWARD CLYDE CONSULT.SAN FRANCISCO,[ Clay chemistry and slope stability. Technical note. 2F, 2T, 1R. J. SOIL MECH. F(~/ND.DIV.V99, SM10,1973, P905 -912. An investigation has been carried out to determine whether the chemistry of s e v ~ l ~a~ples from slope failure areas can be significant in order to indicate a high susceptibility to dispersion; 6O6 SRIVASTAVA, LS UNIV.ROOREEE, UTTAR PPJdI~SH,iI~ %~abillty of rock slopes and excavations. Proc. Symposium on Rock Mech. Dhanbsd, India, July 1972. 4F, 3~. T}~ I NSTN. OF ENGRS. CALCUTTA, INDIA, 1973, P150-155. The method of stability analysis is c ~ l e d ouh in four steps: 1. Collection of geological data; 2. Preparation of the geotechnical model of the rock volume likely to separate and slide; 3. Determination of the magnltmde of various forces acting on the rock and its mode of displacements related to the direction of the resultant farce; 4. Evaluation of the shearing stresses and shearing resistances along the sliding surfaces to evaluate the safety factar. The armlysis assumes that the rock mass is competent amd movements occur exclusively along the discontimAity planes and that the rock mass does not uni~rgo any berdlng deformations~. Cohesion anl tensile strergths do not exist along the discontinaity planes, and the shear resistance along them is only frictional. The procedure gives a conservative estimate of the stability of rock slopes and excavations and the assumptions made can be accepted provided that the geological data are carefully examined. 6O7 DE FHEITAS~ MH IMPER. COLL. SCI. TECHNOL. LONDONj GB W21'l'~S, PJ A I ~ . GIBB, LONDONj GB Some field examples of toppling failure. 16F, lOR. GEOTECHNIQUE, V23, h%, DEC. 1973, P495- 513. Toppling failure in the slopes of hard rock masses is a mode of movement that has only been described in the last f~w years; Much of the wQrk that has appeared in the literature to d~te deals with the develolm~nt of its mo~e in models. This paper describes thr~e field ~xamples which came from con-
5~ AEMENID~WJ PARSONS~BRINCKEHHOFF ET AL, N.Y.USA Cofferdam for BAMID Embarcadero subway station. -Case stmdy reporting operations involved in the excavation and the methods used to monitor movement anl defcm~mations, 12F. J. SOIL MECH. FOUND. 0IV.V99, SMI0.1973, F727-74~.
HARTUNG, G UNIV.MUNICH, D The amgular dam:- A att~LV of a new farm of dam; ll Congress of Large Dams, Madrid 1973. 6F. ii CONGRESS ON LARGE DAMS, PAPER Q43,R.2,1973,gP. Concepts for a dam with angular cross-section are describedv The basic principle of an angular dam is a berzling resistive argular frame,- Special characteristics are as follows: i. Simple construction and utilization of the working load water to stabilize the s t r u c t u r e , - The most r~m~kable advantage is the Possibility to erect a concrete dam on a sand or gravel foundation. Comparison of a discounting technique between an earth fill dam amd an a t t a r dam for the idealized ring farm of an upper reservoir are presented;
603 ANONYMOUS Artesian pressl/re challenges piling technique. -Brief report on the design and construction of the piled foundations of fixed platforms in the North Sea. 5F. GROUND ENGNG.V6, h6,1973, P18-19 • 604 BAILEY, JL RAFgOPOULOS, DD SCAVUZZO, PJ Formulation of coupled lateral-rotatlonal foundationsoil interaction of building structures. NUCL. ENG. DES.V24, N2,1973, P214- 231. An analysis is made of the combined lateral and rocking motion of the foumdation of an N-mass structure coupled to a two-dimensional elastic halfspace the free-field motion of which simulates an earthquake; Auth.
Slopes See also abstract: 503.
Foundations See also abstract: 616.
599 ROBINS~Y, FI UNIV. TORONTO, CDN BESPFLUG, KE A I 2 ~ T A D~:~I'.ENVIRONMENT, CDN Design of insulated foundations. 16F, IT, gR. J. SOIL MECH.FOUND.DIV.V99, ~49,1973, P6~9-667. A method is presented for determining the thickness and width of the insulation needed to prevent frost heave of fourzlations, The method is based on a theoretical and Practical sttzly carried out by the authors in Canada; 600 DUNCAN, JM UNIV. CALIF . ~ ~Y, USA BUCHIGNANI, AL HARDING LAWSON ASSOC.SAN RAFAEL, USA Failure of tmderwater slope in San Francisco Bay. 14F, 1T, 18R. J. SOIL MECH.FOUND.DIV.V99,S49,1973,P687-703. The failure of a 90 ft." high u n d ~ a t e r slope is used to assess the accuracy of conventional laboratory field vane shear tests for measuring the undrained stremgth of a nc~mally consolidated clay. Empirical connections for measured strengths are recomnended; 601 BOWER, JE US ~ RES.LAB.PA.USA Predicted pullout strength of sheet-piling interlocks, ~FjIT sSR. J. SOIL MECH. FENJND.DIV.V99, SMIO j1973 sP765 -781. A lower-boumd amlysis i~clt~Ling an efl eotive attain-hardening stress was developed and compared with experimental pullout strengths from numerous interlock configurations; 602 ~AKRISHNANI M INDIAN INST. TECH.KANPUR~ IND KRISHNASWAMY, NR REG. ENGNG. COLL. SURATEAL, IND Response of embedded footings to v ~ t i c a l vibrations. IOF, 2T, 22R. J. SOIL MECH. FOUND.DIV.V~j SMI0,19732 P863-883. Steady~state vibration tests irzlicate decrease of maximum amplittzles of motion amd increase of resonant frequencies as a result of embedment: A simple procedure by which the constant functional force of the Coulomb friction damping can be evaluated is described.
6o5 MITC~.T., JK UNIV. CALIF. B~.k'~Y, USA WOODWARD, RJ WOODWARD CLYDE CONSULT.SAN FRANCISCO,[ Clay chemistry and slope stability. Technical note. 2F, 2T, 1R. J. SOIL MECH. F(~/ND.DIV.V99, SM10,1973, P905 -912. An investigation has been carried out to determine whether the chemistry of s e v ~ l ~a~ples from slope failure areas can be significant in order to indicate a high susceptibility to dispersion; 6O6 SRIVASTAVA, LS UNIV.ROOREEE, UTTAR PPJdI~SH,iI~ %~abillty of rock slopes and excavations. Proc. Symposium on Rock Mech. Dhanbsd, India, July 1972. 4F, 3~. T}~ I NSTN. OF ENGRS. CALCUTTA, INDIA, 1973, P150-155. The method of stability analysis is c ~ l e d ouh in four steps: 1. Collection of geological data; 2. Preparation of the geotechnical model of the rock volume likely to separate and slide; 3. Determination of the magnltmde of various forces acting on the rock and its mode of displacements related to the direction of the resultant farce; 4. Evaluation of the shearing stresses and shearing resistances along the sliding surfaces to evaluate the safety factar. The armlysis assumes that the rock mass is competent amd movements occur exclusively along the discontimAity planes and that the rock mass does not uni~rgo any berdlng deformations~. Cohesion anl tensile strergths do not exist along the discontinaity planes, and the shear resistance along them is only frictional. The procedure gives a conservative estimate of the stability of rock slopes and excavations and the assumptions made can be accepted provided that the geological data are carefully examined. 6O7 DE FHEITAS~ MH IMPER. COLL. SCI. TECHNOL. LONDONj GB W21'l'~S, PJ A I ~ . GIBB, LONDONj GB Some field examples of toppling failure. 16F, lOR. GEOTECHNIQUE, V23, h%, DEC. 1973, P495- 513. Toppling failure in the slopes of hard rock masses is a mode of movement that has only been described in the last f~w years; Much of the wQrk that has appeared in the literature to d~te deals with the develolm~nt of its mo~e in models. This paper describes thr~e field ~xamples which came from con-