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Procedure for estimation of ultimate uplift capacity of foundations in clay. Technical note
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811167 CO=~YICIENTS OF SOIL RKACTION TO .~fLE VIBRATION. TECE..~ CAL NOTE Nogaml, T; Novak, M J OeOteeh Engng Div ASCE, Vl06, NGT5, May 1980, P565-570 Ex~r/nes the nature of the local spring ard damping constants in the soll model in terms of_ a more rlgarous solution in "~hlch the 3dimensional nature of the soil medium and its dynarlc interaction with the pile are accounted far. 811168 STRESSES FOR .~N ELASTIC HALF-SPACE U N I F O P ~ Y IND~V!Z'D BY A RIGID RECTANGUL.a/R FOOTING. SHORT CO~4U}Yf C ATIO N ?.'~m!lan, S J; Sinclair, G B; Brothers, P %" Int J Num An~l Meth Geomech, Vk, NS, JulySept i ~ 0 , P277-28& 811169 ECCENTRIC L O A D I ~ OF A RIGID CIRCUL~-R FOUNDATION ~EDDED IN AN ISOTROPIC E~_ASTIC MEDIUM Selvadural, A P S int J N~m Anal Meth Geomech, Vk, N2, AlzrilJune 1980, P121-129 A Uankel integral transform technique is used to reduce the problem to 2 sets of integral equations. Explicit results ere derived for displ~c~ent, rotation and contact stress. The technique could be extended to transverse i sotr oVY. ~ii!~0 PILE CAPACITY IN A SO~~'TE~7~ SOIL. SHORT C C~*?~FOWICATION Murff, J D Int J Nt~ Anal Meth Geomech, V4, N2, AprilJune l ~ O , P185-189 The method demonstrates the degree to which the flexibility of the pile cenn affect its ultimate capacity. 811171 ~ O U G H ~ S ON PILE DRIVING (IN FRENCH) Goni n~ H Rev Fr Geotech, N9, Nov 1979, Phl-50 A theoretical study of the .~ave resulting frc~ the action Of a constant force on the top of a seml-lnflnite elastic rod and of the elastic tube penetration in a clayey soil. An analysis Is made of the standard penetration test. 811172 B F ~ I ~ C~2ACITY OF STRIP FOOTINSS (IN FRENUH) Matar, M; Salencon, J Rev Pr Geotech, N9, Nov 1979, P51-76 Considers the bearing capacity of a strip footing resting on a soil layer of limited or unlimited thickness, the cohesion of which increases linearly vith depth. Calculated examples ah~," the importance Of taking the cohesion gradient into account. 811173 BEARI~] CAPACITY OF A BORED TUBE PILE IN SAIS~OUEN LIMESTONE (IN FRENCH) Bustamante, M; Gianeselli, L Bull Liaison Lab Ponts Chaussees, NI07, MayJune l~q30, P9-16 Presents the results of a static loading test perfarmed on a pile, bared into Salnt-Ouen limestone in the Paris area where the fc~matlon comprises layered sands and calcareous deposits. It was shown that the real and calculated nominal bearing capacities agreed to within about i0 per
cent, but the real distribution of stresses along the shaft differs appreciably frc~. that given by the pressiometric method, leading to an overestimation of the end stresses. 81117~ FL-'}~ ~.~qU<. A I N - C O ~ A f T STRESS D!STRI~LTIOL BENEATH A RIGID FOOCING RESTI~X] ON A SO?T C09--~SD,~ SOIL. TECHT~CAL NOTE_ Selv~durai, A P S; K~-mpthorne, R H C~n Geotech J, VII, ~[i, Feb 1930, P!'h-122 811175 F R O C ~ U R E FOR E,~_~.D,CATIONOF LU_TD,tATE L.~_-,rFT CAPACITY OF FOUNDATIONS IN CLAY. TECRT~C.=-r NOtE Das, B ),T Soils Found, ~/20, ~f_, ~,T~rch I ~ Y , F ~ - ~ 2 Reports a procedure developed from orev!ous model te~t results.
Slopes See also: 8110~e, 811099 811176 RISK A P ~ - I ~ TO E.~I~-qPTNG DEsuGr: Cooper, B Civil En~n~, London, M~rch !98C, ~ 2 - k 3 Presents ~- risk ~nalysis for ~ ro'~d cuttlr~ excaw_tion where there is a possibility of wedge failure.
~.ZDGE2 Trollope, D H; Burman, B C Geotechn~que, V30, ~ , June !9@T, PI]--!57 This paper descr.~bes the develou~_ent of ~ n~merlcal model for dlscontinua, the discrete stiffness model. Comlp~-rison wi~ah physical obseN¢~tlons on granular " . , ' e d g e s indicates that the slnTle form in which the model reduces to ~ l~ttice ~_nalcgue •, H ~ . nodes cormected by discrete ele=ents is a d ~ u a t e for granular media, if"he resu!tlrg solutions ~me a h ~ n to approach closely the .ureviously derived clastlc solutions. E x ~ ! n a t i o n s of the associated displacement patterns e.--qf/nasizesthe need for cereful interpretation of d!s~!~cement monitoring of earth and rock structures for stability purposes. Auth. 811178 G ~ O U ~ , L ~ T ~ R-D31~ A S S O C I A T ~ W i ~ ~_OPE 5 T ~ I LITY IN CK~A.'FLAI:: CI.AY DEPOSITS Laflek~r, J; LefebvTe, G Can Geotech J, V! ~, ~ , Feb 19~J0, 9h4-53
The Influer~e Of geom~etrlc and stratigraF~hic factors on the grourzlwater reg!=e and the stability of slopes ".'as studied usir~ */he finite element method. A parametric slope stability analysis transl~tes the effect of Tore oressure distribution in terms of the varlatlon of safety factor against failure. Field d~t~ ~-re =resented to support the theoretical findlr4~s. 811179 R~L=
811167 CO=~YICIENTS OF SOIL RKACTION TO .~fLE VIBRATION. TECE..~ CAL NOTE Nogaml, T; Novak, M J OeOteeh Engng Div ASCE, Vl06, NGT5, May 1980, P565-570 Ex~r/nes the nature of the local spring ard damping constants in the soll model in terms of_ a more rlgarous solution in "~hlch the 3dimensional nature of the soil medium and its dynarlc interaction with the pile are accounted far. 811168 STRESSES FOR .~N ELASTIC HALF-SPACE U N I F O P ~ Y IND~V!Z'D BY A RIGID RECTANGUL.a/R FOOTING. SHORT CO~4U}Yf C ATIO N ?.'~m!lan, S J; Sinclair, G B; Brothers, P %" Int J Num An~l Meth Geomech, Vk, NS, JulySept i ~ 0 , P277-28& 811169 ECCENTRIC L O A D I ~ OF A RIGID CIRCUL~-R FOUNDATION ~EDDED IN AN ISOTROPIC E~_ASTIC MEDIUM Selvadural, A P S int J N~m Anal Meth Geomech, Vk, N2, AlzrilJune 1980, P121-129 A Uankel integral transform technique is used to reduce the problem to 2 sets of integral equations. Explicit results ere derived for displ~c~ent, rotation and contact stress. The technique could be extended to transverse i sotr oVY. ~ii!~0 PILE CAPACITY IN A SO~~'TE~7~ SOIL. SHORT C C~*?~FOWICATION Murff, J D Int J Nt~ Anal Meth Geomech, V4, N2, AprilJune l ~ O , P185-189 The method demonstrates the degree to which the flexibility of the pile cenn affect its ultimate capacity. 811171 ~ O U G H ~ S ON PILE DRIVING (IN FRENCH) Goni n~ H Rev Fr Geotech, N9, Nov 1979, Phl-50 A theoretical study of the .~ave resulting frc~ the action Of a constant force on the top of a seml-lnflnite elastic rod and of the elastic tube penetration in a clayey soil. An analysis Is made of the standard penetration test. 811172 B F ~ I ~ C~2ACITY OF STRIP FOOTINSS (IN FRENUH) Matar, M; Salencon, J Rev Pr Geotech, N9, Nov 1979, P51-76 Considers the bearing capacity of a strip footing resting on a soil layer of limited or unlimited thickness, the cohesion of which increases linearly vith depth. Calculated examples ah~," the importance Of taking the cohesion gradient into account. 811173 BEARI~] CAPACITY OF A BORED TUBE PILE IN SAIS~OUEN LIMESTONE (IN FRENCH) Bustamante, M; Gianeselli, L Bull Liaison Lab Ponts Chaussees, NI07, MayJune l~q30, P9-16 Presents the results of a static loading test perfarmed on a pile, bared into Salnt-Ouen limestone in the Paris area where the fc~matlon comprises layered sands and calcareous deposits. It was shown that the real and calculated nominal bearing capacities agreed to within about i0 per
cent, but the real distribution of stresses along the shaft differs appreciably frc~. that given by the pressiometric method, leading to an overestimation of the end stresses. 81117~ FL-'}~ ~.~qU<. A I N - C O ~ A f T STRESS D!STRI~LTIOL BENEATH A RIGID FOOCING RESTI~X] ON A SO?T C09--~SD,~ SOIL. TECHT~CAL NOTE_ Selv~durai, A P S; K~-mpthorne, R H C~n Geotech J, VII, ~[i, Feb 1930, P!'h-122 811175 F R O C ~ U R E FOR E,~_~.D,CATIONOF LU_TD,tATE L.~_-,rFT CAPACITY OF FOUNDATIONS IN CLAY. TECRT~C.=-r NOtE Das, B ),T Soils Found, ~/20, ~f_, ~,T~rch I ~ Y , F ~ - ~ 2 Reports a procedure developed from orev!ous model te~t results.
Slopes See also: 8110~e, 811099 811176 RISK A P ~ - I ~ TO E.~I~-qPTNG DEsuGr: Cooper, B Civil En~n~, London, M~rch !98C, ~ 2 - k 3 Presents ~- risk ~nalysis for ~ ro'~d cuttlr~ excaw_tion where there is a possibility of wedge failure.
~.ZDGE2 Trollope, D H; Burman, B C Geotechn~que, V30, ~ , June !9@T, PI]--!57 This paper descr.~bes the develou~_ent of ~ n~merlcal model for dlscontinua, the discrete stiffness model. Comlp~-rison wi~ah physical obseN¢~tlons on granular " . , ' e d g e s indicates that the slnTle form in which the model reduces to ~ l~ttice ~_nalcgue •, H ~ . nodes cormected by discrete ele=ents is a d ~ u a t e for granular media, if"he resu!tlrg solutions ~me a h ~ n to approach closely the .ureviously derived clastlc solutions. E x ~ ! n a t i o n s of the associated displacement patterns e.--qf/nasizesthe need for cereful interpretation of d!s~!~cement monitoring of earth and rock structures for stability purposes. Auth. 811178 G ~ O U ~ , L ~ T ~ R-D31~ A S S O C I A T ~ W i ~ ~_OPE 5 T ~ I LITY IN CK~A.'FLAI:: CI.AY DEPOSITS Laflek~r, J; LefebvTe, G Can Geotech J, V! ~, ~ , Feb 19~J0, 9h4-53
The Influer~e Of geom~etrlc and stratigraF~hic factors on the grourzlwater reg!=e and the stability of slopes ".'as studied usir~ */he finite element method. A parametric slope stability analysis transl~tes the effect of Tore oressure distribution in terms of the varlatlon of safety factor against failure. Field d~t~ ~-re =resented to support the theoretical findlr4~s. 811179 R~L=