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Study of a landslide in the area of Gubbio, Central Italy. In Italian
174A
PAL~,A GEOCONSEIL,LA Ck~.Tr. ST.CL(NJD,F ~Y,F ~ 0 ~ ~.T.~ ~ . ~ , F ~ , B C~ ~ ~.~.~,P~IS, F Sc~e ~ In ~ f co,apse ~ . Co~ess. ~e~i~. In ~ . 6F~SR. ~ I ~ . ~ ON R ~ ~ C S , ~ 3, ~ W ~ S ~ , ~.I~,6P. F~ ~ ~e c~a~e ~ ~ o r ~ k f ~ e s In ~ e ~ ~es, fo~i~ ~ e ~ in I ~ 0 ~ e a~s ~ a ~ by ~ ~e ~ e ~ e in~e t~ ~ ~e ~e ~ e~ si~ ~ be ~ p l ~ . L~ r~ f~ ~ ride om a c~,-h~on of ~ w ~ ~actlc~ ~m~tes ~ ~ction ~ ~ s ~e a ~ e to ~ e ~ v ~ s~s. Wi~ a ~]~ f~ ~e~ is ~ ~ a ~ ~ , ~ it is, it e s c ~ s as it f~, so ~ ~e ~ f~ctlo~ residue ~s.
1693 C~I, E ~ i ~ ~ ~lity;-~a~c~ a~sis ~ ion. A ~ ~ ~e ~i~. In I t ~ i ~ . 6 F . G ~ ~CA~ ~ i~3, ~ 2 8 - 232.
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~69 CO~SI~, P ~. ~ , I ~ Of a l ~ d e in #~e ~ e a of G~bio~ C ~ I~. Im I ~ . ~ i ~ . ~ ~CA~ ~ i~3, ~ - 2 1 6 . ~e l~Ide w~ f ~ by ~ e ~ ~res~s w~ch ~ ~m ~ b ~ ~ s ~i~ 16 d. N ~ - E ~ ~ ~~ to ~ e ~ o ~ . F i ~ d a~ lab~y data c o ~ ~at ~e l~de w~ d ~ d by ~ e ~ i ~ slo~ ~i~i~ co~ti~.
Ing operations, the action of seismic ~ffects has to be estimated. 1698 LANGOVIC,M Imlx~ant parameters and protective measures for unstable slopes. In Protection against rock fall. Symposlt~. 8F, 3R. ASSOC . M I N . E ~ R S . ~ . CENI~. MIN. INS~. POL. N ~ . GROU~, ISRM, KAT~WICE, 1973,18P.
1699 BOLLO , MF BOLLO,MF
S t ~ y of a ~on-llnesr relation of rock resists/lee for a slope stability project. Cor~ress. Preprlnt. In FreDeh. 8F. THIRD INI~RN~.CONGBESS ON ROCK MECHANICS, THEME 3, SURFACE WORKINGS, DENVER, SEFf.197~,6P. Using the f~m1~se of Talo~re, the 8~/thors find ms~hematlcal solutions for unstable slopes.
D e e p w a t e r m a r i n e s t r u c t u res
170o DONKERS, JM DE GROOT, R Dredging at sea. 3F. MINING ENGI~--~ING, AIME, V26, N~, APR. 197~, P23- 25 •
Earth retaining s t r u c t u r e s
~695 ~ ~ , ~ SI~ ~ility in r ~ i o m to ~ i e ~ a t i o ~ a~ soll ~ a t a . C o ~ e s s . R e ~ . In F ~ . ~. ~ I ~ . ~ ON R ~ K ~ C S . ~ 3, ~ACE W O ~ , D ~ ~. I~4,6P. SIo~ a~sls Is ~ ~ usi~ t ~ c ~eme~s.
~6~ ~ZIC~B Me~ ~ i ~ i ~ a r ~ k ~ s s a ~ ~ability of ~ o ~ s in o ~ m c a ~ ~ s of c o ~ ore in B ~ . Im ~ t l o n ~ r~k f~. ~si~. In F ~ . 8F~3%~. ~ . ~ N . ~ . ~ . C ~ . ~ N . IN~. ~ . ~ . ~ 0 ~ , l ~ I ~ i~3~ 2~P. ~ e d e , sit ~ c o p ~ ~ e in B ~ ~ c ~ s In ~ S~bia In ~ ~ zoo. ~ e o ~ n c a ~ ~ ~r~es ~ 1.2~.~ ~ de~ ~ slo~s to 200m. ~ e p a ~ d~s ~ ~ s of i ~ I g ~ i o n ~ ~e ~yses of resets d ~ ~ies of ~ s l o ~ design. S ~ c i ~ a ~ e ~ i o m is ~ n to ~ e e ~ a b l i ~ e ~ of s~table inCiSion of slo~s.
16~ C ~ , J G ~ . I~. ~ .~W, P ~ , Z ~ . IN~.~.~W, P l~lue~e ~ s~c ~e~s of b l a ~ i ~ on ~ e ~ a b ~ I t y ~ r ~ k ~ o ~ s in o ~ n pit ~ s . In ~ctiom ~ r~k f~. S~si~. ~SR. A~ .~N. ~ S . ~ . ~ . ~ N . IN~. ~ L . ~ . GR~ I~, ~ICE~ i~3~ 23P • ~ e i ~ r e a s i ~ d e n s of o ~ n c a ~ ~ s r~e a sol~ion to a ~ ~ s l o ~ ~ability ~ o b l ~ s . S~ p ~ s of ~ e ~ s c o ~ i ~ t l e s ~ be k ~ n for a co~lete a ~ s i s of ~ e ~ i ~ l ~ n c e on ~ e b ~ a ~ o ~ ~ a r ~ k ~ s s : i. ~ i e ~ a t i o ~ 2. Dip a ~ e ; 3. F r ~ u e ~ y a ~ s ~ c i ~ ~ f i s h e s ; 4. ~ e ~ e ~ of dlsco~in~tles In a s i ~ e p l ~ ; ~. ~ i c ~ s s of ~ e ~o~i~ty a ~ its f ~ l i ~ 6. G e o ~ t ~ . ~e ~cessive s~epness of slope w ~ i s can be r e d ~ e d by blasti~ ~ l ~ g e ~ p l o s i ~ ch~ges. B ~ e blab-
1701 CKRISTIANO, P UNIV. MINNESOTA, MINNEAPOLI S,USA CHU~CK, S UNIV .MINNESOTA, M I N ~ S,USA Retaining wall under action of accreted backfill. Technicsl ~ e . 5F, ILR. J. GEO~ECH .ENGNG. DIV. VlO0, NGT4, APR. 1974, P471-476. ~"ne behaviour of a rigid wall under the action of a coheslonless (nonlinear) backfill which is btdlt up in layers is c c ~ e d with that where the soll is consldered to be placed in a slrgle construction stsge.
Base courses and p a v e m e n t s of roads, railways and airfields 1702 G~RARD, CM WARDLE,LJ Parsretric stud~ of the critical stresses, strains and displacements in three-layer pavements. Conference. PROC.6TH CONF.AUSTRALIAN ROAD RESEARCH BOARD, V6, PART 4,1972# P843-886 • C%u~rent design and analysis methods for multi-layer pav~nents see based on c~rtain critical stresses, strains and displacements which should not exceed specified limits if pavement failure is to be avoided. For exsmple, maxlmt~n vertical strain has been used as a criterion of sub~ade behaviour, and m a x i ~ n tensile strain as a criterion of the behaviour of surface layers composed of bittmdmous mixes. In this paper the elastic theory is used to predict the magnitude of these critical stresses, strains and dlsplac~nents and the results sre preserved in a ~raphical fc~m that allows rapid assesm~ent of the ~ffects of the variables involved. In addition the plots presented provide a convenient method of pav~nen~ design and analysis based on a s s t ~ criteria of pavement perfc~mance. Auth. 17o3 KURZEME, M The SH-wave methods of investigatir~ road pavemer~s. J. AUST .ROAD RES.~, NIO, 1972 ,P58-68. By meas~ring the st~faee phase velocity at a n~mber of
PAL~,A GEOCONSEIL,LA Ck~.Tr. ST.CL(NJD,F ~Y,F ~ 0 ~ ~.T.~ ~ . ~ , F ~ , B C~ ~ ~.~.~,P~IS, F Sc~e ~ In ~ f co,apse ~ . Co~ess. ~e~i~. In ~ . 6F~SR. ~ I ~ . ~ ON R ~ ~ C S , ~ 3, ~ W ~ S ~ , ~.I~,6P. F~ ~ ~e c~a~e ~ ~ o r ~ k f ~ e s In ~ e ~ ~es, fo~i~ ~ e ~ in I ~ 0 ~ e a~s ~ a ~ by ~ ~e ~ e ~ e in~e t~ ~ ~e ~e ~ e~ si~ ~ be ~ p l ~ . L~ r~ f~ ~ ride om a c~,-h~on of ~ w ~ ~actlc~ ~m~tes ~ ~ction ~ ~ s ~e a ~ e to ~ e ~ v ~ s~s. Wi~ a ~]~ f~ ~e~ is ~ ~ a ~ ~ , ~ it is, it e s c ~ s as it f~, so ~ ~e ~ f~ctlo~ residue ~s.
1693 C~I, E ~ i ~ ~ ~lity;-~a~c~ a~sis ~ ion. A ~ ~ ~e ~i~. In I t ~ i ~ . 6 F . G ~ ~CA~ ~ i~3, ~ 2 8 - 232.
~ -
~69 CO~SI~, P ~. ~ , I ~ Of a l ~ d e in #~e ~ e a of G~bio~ C ~ I~. Im I ~ . ~ i ~ . ~ ~CA~ ~ i~3, ~ - 2 1 6 . ~e l~Ide w~ f ~ by ~ e ~ ~res~s w~ch ~ ~m ~ b ~ ~ s ~i~ 16 d. N ~ - E ~ ~ ~~ to ~ e ~ o ~ . F i ~ d a~ lab~y data c o ~ ~at ~e l~de w~ d ~ d by ~ e ~ i ~ slo~ ~i~i~ co~ti~.
Ing operations, the action of seismic ~ffects has to be estimated. 1698 LANGOVIC,M Imlx~ant parameters and protective measures for unstable slopes. In Protection against rock fall. Symposlt~. 8F, 3R. ASSOC . M I N . E ~ R S . ~ . CENI~. MIN. INS~. POL. N ~ . GROU~, ISRM, KAT~WICE, 1973,18P.
1699 BOLLO , MF BOLLO,MF
S t ~ y of a ~on-llnesr relation of rock resists/lee for a slope stability project. Cor~ress. Preprlnt. In FreDeh. 8F. THIRD INI~RN~.CONGBESS ON ROCK MECHANICS, THEME 3, SURFACE WORKINGS, DENVER, SEFf.197~,6P. Using the f~m1~se of Talo~re, the 8~/thors find ms~hematlcal solutions for unstable slopes.
D e e p w a t e r m a r i n e s t r u c t u res
170o DONKERS, JM DE GROOT, R Dredging at sea. 3F. MINING ENGI~--~ING, AIME, V26, N~, APR. 197~, P23- 25 •
Earth retaining s t r u c t u r e s
~695 ~ ~ , ~ SI~ ~ility in r ~ i o m to ~ i e ~ a t i o ~ a~ soll ~ a t a . C o ~ e s s . R e ~ . In F ~ . ~. ~ I ~ . ~ ON R ~ K ~ C S . ~ 3, ~ACE W O ~ , D ~ ~. I~4,6P. SIo~ a~sls Is ~ ~ usi~ t ~ c ~eme~s.
~6~ ~ZIC~B Me~ ~ i ~ i ~ a r ~ k ~ s s a ~ ~ability of ~ o ~ s in o ~ m c a ~ ~ s of c o ~ ore in B ~ . Im ~ t l o n ~ r~k f~. ~si~. In F ~ . 8F~3%~. ~ . ~ N . ~ . ~ . C ~ . ~ N . IN~. ~ . ~ . ~ 0 ~ , l ~ I ~ i~3~ 2~P. ~ e d e , sit ~ c o p ~ ~ e in B ~ ~ c ~ s In ~ S~bia In ~ ~ zoo. ~ e o ~ n c a ~ ~ ~r~es ~ 1.2~.~ ~ de~ ~ slo~s to 200m. ~ e p a ~ d~s ~ ~ s of i ~ I g ~ i o n ~ ~e ~yses of resets d ~ ~ies of ~ s l o ~ design. S ~ c i ~ a ~ e ~ i o m is ~ n to ~ e e ~ a b l i ~ e ~ of s~table inCiSion of slo~s.
16~ C ~ , J G ~ . I~. ~ .~W, P ~ , Z ~ . IN~.~.~W, P l~lue~e ~ s~c ~e~s of b l a ~ i ~ on ~ e ~ a b ~ I t y ~ r ~ k ~ o ~ s in o ~ n pit ~ s . In ~ctiom ~ r~k f~. S~si~. ~SR. A~ .~N. ~ S . ~ . ~ . ~ N . IN~. ~ L . ~ . GR~ I~, ~ICE~ i~3~ 23P • ~ e i ~ r e a s i ~ d e n s of o ~ n c a ~ ~ s r~e a sol~ion to a ~ ~ s l o ~ ~ability ~ o b l ~ s . S~ p ~ s of ~ e ~ s c o ~ i ~ t l e s ~ be k ~ n for a co~lete a ~ s i s of ~ e ~ i ~ l ~ n c e on ~ e b ~ a ~ o ~ ~ a r ~ k ~ s s : i. ~ i e ~ a t i o ~ 2. Dip a ~ e ; 3. F r ~ u e ~ y a ~ s ~ c i ~ ~ f i s h e s ; 4. ~ e ~ e ~ of dlsco~in~tles In a s i ~ e p l ~ ; ~. ~ i c ~ s s of ~ e ~o~i~ty a ~ its f ~ l i ~ 6. G e o ~ t ~ . ~e ~cessive s~epness of slope w ~ i s can be r e d ~ e d by blasti~ ~ l ~ g e ~ p l o s i ~ ch~ges. B ~ e blab-
1701 CKRISTIANO, P UNIV. MINNESOTA, MINNEAPOLI S,USA CHU~CK, S UNIV .MINNESOTA, M I N ~ S,USA Retaining wall under action of accreted backfill. Technicsl ~ e . 5F, ILR. J. GEO~ECH .ENGNG. DIV. VlO0, NGT4, APR. 1974, P471-476. ~"ne behaviour of a rigid wall under the action of a coheslonless (nonlinear) backfill which is btdlt up in layers is c c ~ e d with that where the soll is consldered to be placed in a slrgle construction stsge.
Base courses and p a v e m e n t s of roads, railways and airfields 1702 G~RARD, CM WARDLE,LJ Parsretric stud~ of the critical stresses, strains and displacements in three-layer pavements. Conference. PROC.6TH CONF.AUSTRALIAN ROAD RESEARCH BOARD, V6, PART 4,1972# P843-886 • C%u~rent design and analysis methods for multi-layer pav~nents see based on c~rtain critical stresses, strains and displacements which should not exceed specified limits if pavement failure is to be avoided. For exsmple, maxlmt~n vertical strain has been used as a criterion of sub~ade behaviour, and m a x i ~ n tensile strain as a criterion of the behaviour of surface layers composed of bittmdmous mixes. In this paper the elastic theory is used to predict the magnitude of these critical stresses, strains and dlsplac~nents and the results sre preserved in a ~raphical fc~m that allows rapid assesm~ent of the ~ffects of the variables involved. In addition the plots presented provide a convenient method of pav~nen~ design and analysis based on a s s t ~ criteria of pavement perfc~mance. Auth. 17o3 KURZEME, M The SH-wave methods of investigatir~ road pavemer~s. J. AUST .ROAD RES.~, NIO, 1972 ,P58-68. By meas~ring the st~faee phase velocity at a n~mber of