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Norwegian practice in instrumenting dams
94A
853245 Sheetpile interlock tension in cellular cofferdams Rossow, M P J Geotech Engng Div A S C E VllO. NIO. Oct 1984. P14461458 Method for calculating the interlock tensmns m the sheetpde walls of a c~rcular cellular cofferdam, assuming walls act as lnextens~ble membranes Numerical examples are presented m which interlock tensions in the arc cell, mare cell and common wall are calculated for various pressures Calculations prowde theoreUcal justification for use of an equation for estimating the force In the common wall and lead to a generalization of that equation
853246 Cyprus rallies to water needs Mlddleboe, S New Civ Engr 13 Dec 1984, P22-27 The Kourls dam, being built In Cyprus, is one of the largest earthrill dams m Europe Problems have arisen with tunnelhng, as a region of fissured rock was mlssed in borehole lnvesugatmn Cement grouting of the dam base, to complement a diaphragm wall of 'plastic" concrete, and grouting of steep abutments have proved the most difficult jobs to date
853247 Central impervious membrane of asphaltic concrete in the Storvatn Dam (In Norwegian) Lunde, J Norw Geotech lnst Publ NI50, 1984, Pl l The largest rockfill dam m Norway, 90m high and total volume 10 mllhon cubic metres when finished, will have the world's largest central asphaltic membrane The membrane, thickness about 1°o of local waterhead, must comply w~th the displacement m adjacent fills Its deformatmn must be kept within hmlts and thus the supporting fills must be of high quahty, well compacted and without local flows
853248 Unconventional concepts for dykes and dams on soft clay foundations Elde, O, Lacasse, S, Kjaernsll, B, Hafskjoid, P S Norw Geotech inst Publ N151, 1984.8P Two designs of buttress dam, one on vertical piles, the other on concrete slurry trench walls supported laterally by rockrill, are proposed as alternatives to embankment dams as high dams on deep soft clay deposits The advantages of the buttress dam include reduction of consohdatlon settlements, no necessity for improvement of soil condition and possibly a reduced construction time
853249 Norwegian practice in instrumenting dams Ntlsen, K Y, DIBlaglo, E, Andresen, A Norw Geotech lnst Publ NI51, 1984, 5P Equipment used in Norway for monitoring seepage, surface and internal deformations, pore water pressure and total earth pressure for dams is surveyed m the hght ofpast experience and present requirements
Foundations See also 853099. 853100
853250 Pile capacity for eccentric mchned load in cla~ Meyerhof, G G, Yalcln, A S, Can Geotech J I~1, N3. Aug 1984. P389-396 The ultimate bearing capacity, of rigid piles and pile groups m clay is determined under various combinations of eccentrlClD and inclination of the load, varying from the vertical to horizontal directions Results of load tests on single rigid model piles and freestanding groups are compared wlth theoretical estimates The influence of eccentrlClt~ and lnchnatmn of the load on the ultimate bearing capacity can be represented by simple interaction relationships between the ultimate loads and moments and between the axml and normal components of the ultimate load The effect of a pile cap resting on the sod m pded foundations and the influence of pde flexibility on the ultimate load are examined
853251 Laterally loaded piles m permafrost Nlxon, J F Can Geotech J V21, N3, Aug 1984, P431-438 Theory for the design of laterally loaded piles in permafrost is presented, applicable for ice softs or ice, where secondary creep displacements will be responsible for the majority of soil strain under sustained load The response of a short, rigid pile embedded In a nonhnear viscous medium is studied The concept of a flexible elastic poe m a v~scous continuum is then introduced and a numerical procedure is necessary to obtain a solution Predictions for the lateral creep response of piles are possible The resistance of rigid fixed-headed piles to lateral loads and the resistance of a pile in permafrost to the application of a pure moment IS d~scussed
853252 Pile group elastic load response prediction: friction piles embedded in cohesive soils. Technical note Douglas, R A. Butterfield, R Can Geotech J V21, N3, Aug 1984, P587-592 A design procedure, based on an extensive analysis of the results of a computer program, is presented as a solution to the problem of predicting the elastic vertical working load response of friction pile groups embedded m cohesive soils The program stud~ed the effects of the interaction of closely spaced plies m groups, on the pile group response to loading The design approach IS compared with load tests at model and full scale, with good agreement
853253 Norwegian cyclic load tests Cry Engng. London Dec 1984. P23.26-27 A test s~te at Haga, Norway, was selected to study the influence of cyclic loading on the behavlour of pdes under axial and lateral loading, wlth particular emphasis on tension loading Nineteen independent axial and lateral pde load tests were carned out Accounts of observations during pile installation, lmtlal axial pile capacity In static (monotonic) loading, capacity to resist cychc axial loads, axial static capacity after cyclic loadmg, development and distribution of axial loads and skin frlctmn along the piles, and earth and pore pressures on the pile surface during axml loading are presented
853254 Phenomenological study of model piles in sand Yazdanbod, A, O'Neill, M V, Aurora, R P Geotech Test J V7. N3. Sept 1984. P135-144 A device as described, whereby sand is confined m a depthwlse variable manner to permit simulation of lateral earth pressures to depths simulating driving depths of pdes Instrumented model plies were driven into a quartz sand placed at two dlf-
853245 Sheetpile interlock tension in cellular cofferdams Rossow, M P J Geotech Engng Div A S C E VllO. NIO. Oct 1984. P14461458 Method for calculating the interlock tensmns m the sheetpde walls of a c~rcular cellular cofferdam, assuming walls act as lnextens~ble membranes Numerical examples are presented m which interlock tensions in the arc cell, mare cell and common wall are calculated for various pressures Calculations prowde theoreUcal justification for use of an equation for estimating the force In the common wall and lead to a generalization of that equation
853246 Cyprus rallies to water needs Mlddleboe, S New Civ Engr 13 Dec 1984, P22-27 The Kourls dam, being built In Cyprus, is one of the largest earthrill dams m Europe Problems have arisen with tunnelhng, as a region of fissured rock was mlssed in borehole lnvesugatmn Cement grouting of the dam base, to complement a diaphragm wall of 'plastic" concrete, and grouting of steep abutments have proved the most difficult jobs to date
853247 Central impervious membrane of asphaltic concrete in the Storvatn Dam (In Norwegian) Lunde, J Norw Geotech lnst Publ NI50, 1984, Pl l The largest rockfill dam m Norway, 90m high and total volume 10 mllhon cubic metres when finished, will have the world's largest central asphaltic membrane The membrane, thickness about 1°o of local waterhead, must comply w~th the displacement m adjacent fills Its deformatmn must be kept within hmlts and thus the supporting fills must be of high quahty, well compacted and without local flows
853248 Unconventional concepts for dykes and dams on soft clay foundations Elde, O, Lacasse, S, Kjaernsll, B, Hafskjoid, P S Norw Geotech inst Publ N151, 1984.8P Two designs of buttress dam, one on vertical piles, the other on concrete slurry trench walls supported laterally by rockrill, are proposed as alternatives to embankment dams as high dams on deep soft clay deposits The advantages of the buttress dam include reduction of consohdatlon settlements, no necessity for improvement of soil condition and possibly a reduced construction time
853249 Norwegian practice in instrumenting dams Ntlsen, K Y, DIBlaglo, E, Andresen, A Norw Geotech lnst Publ NI51, 1984, 5P Equipment used in Norway for monitoring seepage, surface and internal deformations, pore water pressure and total earth pressure for dams is surveyed m the hght ofpast experience and present requirements
Foundations See also 853099. 853100
853250 Pile capacity for eccentric mchned load in cla~ Meyerhof, G G, Yalcln, A S, Can Geotech J I~1, N3. Aug 1984. P389-396 The ultimate bearing capacity, of rigid piles and pile groups m clay is determined under various combinations of eccentrlClD and inclination of the load, varying from the vertical to horizontal directions Results of load tests on single rigid model piles and freestanding groups are compared wlth theoretical estimates The influence of eccentrlClt~ and lnchnatmn of the load on the ultimate bearing capacity can be represented by simple interaction relationships between the ultimate loads and moments and between the axml and normal components of the ultimate load The effect of a pile cap resting on the sod m pded foundations and the influence of pde flexibility on the ultimate load are examined
853251 Laterally loaded piles m permafrost Nlxon, J F Can Geotech J V21, N3, Aug 1984, P431-438 Theory for the design of laterally loaded piles in permafrost is presented, applicable for ice softs or ice, where secondary creep displacements will be responsible for the majority of soil strain under sustained load The response of a short, rigid pile embedded In a nonhnear viscous medium is studied The concept of a flexible elastic poe m a v~scous continuum is then introduced and a numerical procedure is necessary to obtain a solution Predictions for the lateral creep response of piles are possible The resistance of rigid fixed-headed piles to lateral loads and the resistance of a pile in permafrost to the application of a pure moment IS d~scussed
853252 Pile group elastic load response prediction: friction piles embedded in cohesive soils. Technical note Douglas, R A. Butterfield, R Can Geotech J V21, N3, Aug 1984, P587-592 A design procedure, based on an extensive analysis of the results of a computer program, is presented as a solution to the problem of predicting the elastic vertical working load response of friction pile groups embedded m cohesive soils The program stud~ed the effects of the interaction of closely spaced plies m groups, on the pile group response to loading The design approach IS compared with load tests at model and full scale, with good agreement
853253 Norwegian cyclic load tests Cry Engng. London Dec 1984. P23.26-27 A test s~te at Haga, Norway, was selected to study the influence of cyclic loading on the behavlour of pdes under axial and lateral loading, wlth particular emphasis on tension loading Nineteen independent axial and lateral pde load tests were carned out Accounts of observations during pile installation, lmtlal axial pile capacity In static (monotonic) loading, capacity to resist cychc axial loads, axial static capacity after cyclic loadmg, development and distribution of axial loads and skin frlctmn along the piles, and earth and pore pressures on the pile surface during axml loading are presented
853254 Phenomenological study of model piles in sand Yazdanbod, A, O'Neill, M V, Aurora, R P Geotech Test J V7. N3. Sept 1984. P135-144 A device as described, whereby sand is confined m a depthwlse variable manner to permit simulation of lateral earth pressures to depths simulating driving depths of pdes Instrumented model plies were driven into a quartz sand placed at two dlf-