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Engineering solutions to geological problems in the design and construction of Humber Bridge
128A The model is used to estimate radiation damping of the soil-pile system. 854177 Treasury safe on firm base Hayward, D New Civ Engr N624, 24 Jan 1985, P34-35 The Singapore Treasury building is supported by a caisson pile foundation. Each of six piles is 8m diameter, up to 50m deep and supports a toad of 24000 tons. The shafts were excavated at 8m diameter full depth and protected with a 300mm in situ concrete lining. The lower 35m was filled with concrete in a single pour, with elaborate cooling procedures to prevent thermal cracking. Once concreting was completed, the remaining upper shaft was destroyed as open excavation for a 3m thick, 38m diameter pile cap began. The alternative in ground of soft alluvial sand and marine clays over weathered sandstone and mudstone was a concrete raft at least 7m thick and 50m diameter. This was rejected for economic reasons. 854178 Bottom up hand dig saves city chaos Winney, M New Civ Engr 7 March 1985, P22-24
At London Underground's Mansion House station, caisson piles are being excavated by hand from the bottom up in London clay. High capacity foundations are required to carry loads from 20000 sq m of prime office development. Lack of space on railway platforms prevented conventional large diameter piles. The problem of removing the clay after excavation is being solved by a large shaft sunk 30m from an adjacent street.
854182 Experimental investigations of driven hollow block foundations Tropp, V B Soil Mech Found Engng V21, NI. Jan-Feb 1984. P21-24
Driven hollow block foundations, both with a cast-in-place pile in a drilled hole and with opening up sides, were tested. Foundations were wetted to a depth of 8m and tested under static vertical and horizontal loads and subiected to seasonal freezing and thawing. The bearing capacity is greater than for foundation constructions of similar volume in tamped trenches. 854183 Determination of foundation settlements with allowance for variation in compression modulus of clayey soil as function of stressed state Dalmatov, B I: Chikishev, V M Soil Mech Found Engng I~l. NI. Jan-Feb 1984, P37-42
The non-linear dependence of consolidation deformation on pressure was investigated for clayey soils at three sites. Rigid plates were loaded in steps, and settlement, vertical stresses and displacements measured. An equation was derived for computing settlement for circular foundations (less than 20 sq m area) in layered soils. 854184 Similarity of solutions of the theory of limiting equilibrium for cohesive soils Stavnitser, L R Soil Mech Found Engng ~ 1 , N1. Jan-Feb 1984, P42-48
854179 Engineering solutions to geological problems in the design and construction of Humber Bridge Simm, K F Q J Engng Geoi V17, N4, 1984, P301-306
The approximate method for computing bearing capacity of soils in beds for strip foundations, which consists in summing limiting loads for two special problems (non-embedded foundation-granular soil, embedded foundation-cohesive soil) is in wide use but results in errors. A method is proposed using the law of mechanical similarity which does not necessitate the summing of the solutions of individual problems.
The geology and resultant foundation conditions for the Humber Bridge, UK, are described. On the north side, the anchorage and pier are founded on chalk, whilst on the south, the foundations are on Kimmeridge Clay. Auth.
854185 Settlements of shallow foundations on sand Holzlohner, U Soils Found V24. N4, Dec 1984, P58-70
854180 Analysis of causes of failure of residential buildings constructed on water-saturated clays Stroganov, A S Soil Mech Found Engng 1/21, N1, Jan-Feb 1984, P6-11
The failure of a nine storey building built on bearing layers of 0.2-0.6m loam underlain by 3-6m of clay is examined. The nonstabiized state of the water saturated clay is assigned as the cause of subsidence. 854181 Strengthening of foundations on collapsible soils by means of jacked piles Babushkin, G U; Ginzburg, L K Soil Mech Found Engng V21. N1, Jan-Feb 1984, P14-20
Rising groundwater levels in collapsible soils caused building settlement and necessitated remedial treatment. Six potential methods of approaching the problem, including jacked metal piles, cast-in-place and jacked piles, driven and jacked piles, root shaped piles and electrochemical soil strengthening are discussed. Tubular jacked piles were chosen on technico-economic grounds. The installation procedure is described.
The estimation of settlements of foundations on granular soils requires both a mechanical model of the footing on the soil, and an appropriate method for evaluating soil parameters. Both aspects are considered. Observed settlements of foundations show considerable scattering. The factor inherent in all calculated results is determined by a comparison of observed settlements with Standard Penetration Test data. 854186 Behaviour of a pressure-grouted auger bored pile Ajayi, L A Proc 8th European Conference on Soil Mechanics and Foundation Engineering, Helsinki, 23-26 May 1983 V1, P189-192. Publ Rotterdam." A. A. Balkema, 1983
In Lagos, Nigeria, piled foundations have become widely used due to heterogeneous and complex subsoil conditions, and also very intensive development. The peculiar behaviour of a set of auger bored pressure grouted piles, installed to depths between 8-40m in silty sand, during load testing, is discussed. The data indicates that the piles failed to develop the anticipated bearing capacity due to excess pore water pressure, which resulted in reduction of the intergranular pressure of the surrounding sand and hence its frictional resistance and bearing capacity.
At London Underground's Mansion House station, caisson piles are being excavated by hand from the bottom up in London clay. High capacity foundations are required to carry loads from 20000 sq m of prime office development. Lack of space on railway platforms prevented conventional large diameter piles. The problem of removing the clay after excavation is being solved by a large shaft sunk 30m from an adjacent street.
854182 Experimental investigations of driven hollow block foundations Tropp, V B Soil Mech Found Engng V21, NI. Jan-Feb 1984. P21-24
Driven hollow block foundations, both with a cast-in-place pile in a drilled hole and with opening up sides, were tested. Foundations were wetted to a depth of 8m and tested under static vertical and horizontal loads and subiected to seasonal freezing and thawing. The bearing capacity is greater than for foundation constructions of similar volume in tamped trenches. 854183 Determination of foundation settlements with allowance for variation in compression modulus of clayey soil as function of stressed state Dalmatov, B I: Chikishev, V M Soil Mech Found Engng I~l. NI. Jan-Feb 1984, P37-42
The non-linear dependence of consolidation deformation on pressure was investigated for clayey soils at three sites. Rigid plates were loaded in steps, and settlement, vertical stresses and displacements measured. An equation was derived for computing settlement for circular foundations (less than 20 sq m area) in layered soils. 854184 Similarity of solutions of the theory of limiting equilibrium for cohesive soils Stavnitser, L R Soil Mech Found Engng ~ 1 , N1. Jan-Feb 1984, P42-48
854179 Engineering solutions to geological problems in the design and construction of Humber Bridge Simm, K F Q J Engng Geoi V17, N4, 1984, P301-306
The approximate method for computing bearing capacity of soils in beds for strip foundations, which consists in summing limiting loads for two special problems (non-embedded foundation-granular soil, embedded foundation-cohesive soil) is in wide use but results in errors. A method is proposed using the law of mechanical similarity which does not necessitate the summing of the solutions of individual problems.
The geology and resultant foundation conditions for the Humber Bridge, UK, are described. On the north side, the anchorage and pier are founded on chalk, whilst on the south, the foundations are on Kimmeridge Clay. Auth.
854185 Settlements of shallow foundations on sand Holzlohner, U Soils Found V24. N4, Dec 1984, P58-70
854180 Analysis of causes of failure of residential buildings constructed on water-saturated clays Stroganov, A S Soil Mech Found Engng 1/21, N1, Jan-Feb 1984, P6-11
The failure of a nine storey building built on bearing layers of 0.2-0.6m loam underlain by 3-6m of clay is examined. The nonstabiized state of the water saturated clay is assigned as the cause of subsidence. 854181 Strengthening of foundations on collapsible soils by means of jacked piles Babushkin, G U; Ginzburg, L K Soil Mech Found Engng V21. N1, Jan-Feb 1984, P14-20
Rising groundwater levels in collapsible soils caused building settlement and necessitated remedial treatment. Six potential methods of approaching the problem, including jacked metal piles, cast-in-place and jacked piles, driven and jacked piles, root shaped piles and electrochemical soil strengthening are discussed. Tubular jacked piles were chosen on technico-economic grounds. The installation procedure is described.
The estimation of settlements of foundations on granular soils requires both a mechanical model of the footing on the soil, and an appropriate method for evaluating soil parameters. Both aspects are considered. Observed settlements of foundations show considerable scattering. The factor inherent in all calculated results is determined by a comparison of observed settlements with Standard Penetration Test data. 854186 Behaviour of a pressure-grouted auger bored pile Ajayi, L A Proc 8th European Conference on Soil Mechanics and Foundation Engineering, Helsinki, 23-26 May 1983 V1, P189-192. Publ Rotterdam." A. A. Balkema, 1983
In Lagos, Nigeria, piled foundations have become widely used due to heterogeneous and complex subsoil conditions, and also very intensive development. The peculiar behaviour of a set of auger bored pressure grouted piles, installed to depths between 8-40m in silty sand, during load testing, is discussed. The data indicates that the piles failed to develop the anticipated bearing capacity due to excess pore water pressure, which resulted in reduction of the intergranular pressure of the surrounding sand and hence its frictional resistance and bearing capacity.