Complex settlement justification of construction projects, operation, reconstruction of constructions in difficult engineering-geological conditions, including in the constrained city building, became impossible without use of modern computer programs. In work the general approaches and results of modeling stressedly-deformed condition of the soil massif are considered at a postadiyny construction of a ditch for construction of one of hydraulic engineering constructions of St.-Petersburg under protection of a design «wall in soil».
In work results of modeling of work of two options of the multipurpose underground complex being the base of the multystoried high-rise building are considered. The complex plays a role of the combined foundation. Modeling is executed taking into account stage-by-stage construction of underground and land part of the building.
The main reasons of soil deformation during deep excavation construction are presented. Numerical modeling of deep excavation construction with an account of support system is conducted. Conclusions on the application area of typical soils models is made.
In work the option of the multipurpose underground complex being part of the multystoried high-rise building is considered. The complex settles down in underground part of the building and carries out a base role, replacing with itself the usual plates-but-pile base. Predesigns by a method of final elements taking into account staging of construction of an underground complex and the land high-rise building are executed. Sizes and a picture of distribution of vertical displacements are received as a result of calculations.
Finite element analysis of soil – pile interaction for two different design schemes is done. 3d analysis and stage construction is considered. As the results of FEA modeling vertical displacement of soil and subsidence trough for different stage of construction are drawn and analyzed.
Numerical modeling of deep excavation construction is done in plane strain condition. The influence of boundary condition, contact condition between soil and structures, constrain of cantilever wall, thickness of the wall and anchors on the strain condition of the soil is found.
Numerical modeling of cast iron lining stress and strain state of pylon deep underground station is done. Due to complex geometry of underground station, step by step excavation and lining installation numerical modeling was done in three dimensional space.
In work the basic features geomechanical processes of rocks occurring in a file are stated at tunneling and developments of underground constructions. Principles of the organisation mathematical modelling of processes displacement and deformations of rocks for an estimation of harmful influence of underground building on buildings and constructions are resulted. The basic lacks of known approaches to modelling of geomechanical processes are stated, recommendations about the decision of key problems of calculation displacement in a pedigree file are made. The basic results of application of the complex approach to a look-ahead estimation displacement and deformations at maintenance of building of city underground constructions in St.-Petersburg are presented.
Geomechanical forecast of stress-strain state of deep underground subway station is considered. Static work of structures of subway station based on complex approach is shown, including in situ testing and numerical modelling (finite elements method) during different stages of construction.
The intense-deformed condition of one of station complexes of the Saint Petersburg underground testing mutual influence from a trading-entertaining complex located over it is considered.
According to the results of numerical modeling the stress-strain conditions of normalizing the quality of crystalline array of the law of stress distribution in artificial protective slabs at the initial stage of improvement of the rich iron ore array are given.
Выполнено численное моделирование напряженно-деформированного состояния рудно-кристаллического массива до начала ведения горных работ. Приведены результаты анализа закономерностей формирования поля напряжений нетронутого массива. Установлено, что распределение напряжений в рудно-кристаллическом массиве, включающем руды и породы с различными физико-механическими свойствами (разница до двух порядков), существенно отличается от распределения по Диннику.
Выполнено геомеханическое обоснование высоты водозащитной потолочины между верхним горизонтом отработки рудной залежи и карбоновой толщей водонасыщенных пород и оценка толщины и прочности искусственного защитного перекрытия при их совместном взаимодействии с учетом порядка отработки очистных камер.
Методом конечных элементов исследована динамика смещений рудного массива на различных этапах строительства защитного перекрытия и отработки панели. Выполнено моделирование варианта отработки нижней части панели камеры второй очереди с увеличенной высотой и шириной камер. Порядок отработки рассмотрен поэтапно, получены параметры напряженно-деформированного состояния для каждого этапа отдельно и для варианта отработки в целом. Даны качественная и количественная оценка результатов моделирования.
The results of numerical modeling of the stress-strain state (STS) of the rock mass during mining in complex mining and geological conditions are considered. The revealed regularities of influence of presence and thickness of artificial protective overlap on the mode of deformation of the enclosing massif allow to specify ideas about the role of protective overlap during development of rich ores.
The regularities of the formation of the vault displacement during the construction of mine workings of the protective slab.
In the article the outcomes of researches of the plane (two-dimensional) strains and deformations of an array of breeds around mentro tunnel of the St.-Petersburg underground are indicated: the settlement scheme, outcomes of accounts. The reasons and mechanism of settlings of a surface and contact proterozoic clays with soils are revealed.