Method of protecting sunken buildings against ground water underflooding

FIELD: construction.

SUBSTANCE: method of protecting sunken buildings against ground water underflooding consists in the fact that distribution sand cushion is formed, highly compressed silty-clayed soils are removed from the whole underground part of buildings. When constructing underground parts of erected buildings on natural slopes in silty-clayed soils with high level of ground water, above lower boundary of design compressed mass of ground foundation, there developed is ditch, from the depth of lower boundary of compressed mass corresponding to level of lower edge of distribution sand cushion to day surface, the slopes of which correspond to position of planes of lower side edges of design distribution sand cushion which is formed as filtration one and designed in the outline of diagrams of equal vertical and horizontal stresses corresponding to stress of natural soil in lower part of compressed mass. Height of cushion is taken equal to design depth of compressed soil mass, and width of upper and lower edges of cushion is equal; at that, it exceeds width of foundation base on both sides by the value which is determined by graphical drawing of planes tangential to diagram of equal horizontal stresses at an angle to vertical plane, which is equal to angle of internal friction of cushion material to the crossing with plane of foundation base level. Position of side edges of cushion is determined by the planes being drawn from extreme points of upper and lower edges of cushion, which are tangential to diagrams of equal vertical and horizontal stresses till they cross each other; at that, inclination angle of tangential plane to diagram of equal vertical stresses is taken equal to angle of natural slope of natural soil. Then there formed is lower body of cushion in the volume of ditch slopes and upper body of cushion in the volume of upper side edges of cushion; after that, there performed is backfilling of cavities between upper cushion body and ditch slopes with natural soil as per layer-by-layer technology; then underground part of buildings is erected.

EFFECT: maintaining natural hydrological conditions in order to exclude dangerous ground water underflooding of underground parts of buildings, decreasing the scope of ground works concerning development of ditch, reducing material consumption.

1 dwg

 

The invention relates to the construction of buildings and structures, and it is primarily to methods of protection against retaining groundwater flooding.

There is a method of protection of underground parts of buildings and structures, embedded in soil with high groundwater level (above the lower limit of compressible strata of the soil Foundation), including the execution of waterproofing of underground structures by coating on their outer surface a backing coating (Drachenko B.F. and other Technology of building production, Moscow, Agropromizdat, 1990, s) [1].

However, this method is expensive, time consuming and not always ensures reliable protection of buildings from flooding due to the fragility of waterproofing coating, exposed to the violation of its continuity at the annual seasonal strains uneven lifting and settling of the foundations of buildings and structures.

Closest to the proposed solution is a method of forming a distribution of sandy instead of salesgeneric silty-clay soils under all underground part of buildings and structures [Kosterin EV Bases and foundations, Moscow, Higher school 1990, str-143] [2].

This method is intended for the perception of pressure from the Foundation and transfer it to the surrounding natural soil and does not provide filtration soil is o water through distribution sandy.

The disadvantages of this method are the lack of protection from flooding groundwater underground parts of buildings and structures, a large amount of ground work for the development of the pit and a large consumption neprosedsego ground for the formation of the pillows.

Object of the invention is the preservation of natural hydrologic conditions, thereby avoiding the danger of retaining groundwater flooding of underground parts of buildings and structures erected in silty-clay soils on the slopes of the built-up areas, as well as reducing the amount of ground work for the development of the pit and waste reduction neprosedsego ground for the formation of the pillows.

To solve the problem in the known method, namely, that form of distribution sandy, according to the invention the cushion form of filtration and design in the contour plots of equal vertical and horizontal stresses, corresponding to the voltage of natural soil in the lower part of the compressible strata, while the height of the pillow is equal to the estimated depth of the compressible strata, and the width of the top and bottom faces are equal, while it exceeds the width of the clearance between the outer faces of extreme bases of longitudinal and transverse sections of the underground part of the building at the amount which, which are graphically holding tangent planes to plot equal horizontal stresses at an angle to the vertical equal to the angle of internal friction of the material of the cushion to the intersection with the plane level foundational footings, and the position of the side faces of the cushion is determined by the conduct of the extreme points of the upper and lower faces of the pillow planes tangent to apuram equal vertical and horizontal stresses before crossing them with each other, with the angle of the tangent plane to the plot is equal to the vertical stress is equal to the angle of repose of the natural soil.

The essence of the proposed solution shown in the drawing, where given (in section) scheme for the construction of the proposed filtration pillows.

To ensure protection of the proposed method under the Foundation 1 structures form the filtration of neprosedsego soil cushion 2.

Selection of the particle size distribution of the material filtration pillows, estimates of its density, porosity, and flow and filtration rate of groundwater flow through the pillow relevant natural hydrological conditions of the replaced rock volume performed by known methods, allowing the flow of ground water to migrate through the filtration pillow with the same speed and flow rate, CA is in the natural soil.

For the design of the pillow 2 conduct an analytical calculation and graphical plotting stress of the soil Foundation 1 natural 3 and 4 more pressure to determine the height of the compressible strata "Hc". Then calculate and build the plot is equal to 5 vertical and 6 horizontal stresses corresponding to the magnitude of the voltage from the secondary pressure at the level of the lower border of the compressible strata "GST".

The height of the pillow hn stipulate equal to the height of the compressible strata "Hc", the width of the upper 7 and the width of the bottom 10 faces pillows "inn" are equal, while (inn) exceeds the width of the sole Foundation "in" on both sides on the "a"value, which is determined by the conduct of the tangent planes to the plot is equal to 6 horizontal stresses at an angle "β" from the vertical equal to the angle of internal friction of the material of the pillow 2, to the intersection with the plane of the sole 11 of the Foundation 1, the corresponding upper edge 7 of the pillow 2.

The position of the side of the upper 8 and lower 9 faces pillows 2 determine graphically the conduct of the extreme points of the top 7 and the bottom 10 of the faces of the cushion 2 planes tangent to apuram equal voltages, respectively 6 horizontal and vertical 5, before crossing them with each other, and the angle "α" of inclination of the lower side face 9 to the vertical must not be less than the angle of the EU is the natural enemy of the slope of the natural ground, because it corresponds and angle of repose of the developed pit 12.

The method is as follows.

For the underground parts of buildings and structures on natural slopes in silty-clay soils with high ground water level WL (above the lower limit of the estimated compressible strata of the soil Foundation) developed the pit 12, the slopes of which correspond to the position of the lower planes of the side faces 9 of the designed filter bags 2 with the depth of the lower boundary of the compressible strata "GST"corresponding to the level of the bottom edge of the filtration cushion 10 to the surface 13, then selected for the calculation of particle size distribution neprosedsego soil form the lower body pillow 2 in the amount of the slopes of the pit 12, coinciding with the bottom 9 of the side faces of filter bags 2 and the upper body cushion 2 in the volume of the upper side edges 8 of the cushion 2. Then backfilling of cavities between the upper body cushion 2 and the slopes of the pit 12 natural soil at a known layer-by-layer technology. Then built the underground part of buildings and structures on project technology.

Thus, the proposed method ensures the preservation of natural hydrologic conditions in silty-clay soils on slopes zastraivaemyh areas and protection facilities the response from the retaining flooding groundwater formed through the entire depth of the compressible strata under the whole underground part of buildings and structures filter bags 2.

In addition, the use of filtration bags offer configuration enables to reduce the amount of ground work in the development of the pit and consumption neprosedsego ground for the formation of filter bags.

The way to protect underground buildings and structures from the retaining flooding groundwater, namely, that form of distribution sandy, remove salesgenie silty-clayey soils under all underground part of buildings and structures, characterized in that when the device of underground parts of buildings and structures on natural slopes in silty-clay soils with high ground water level is above the lower limit of the estimated compressible strata of the soil Foundation, develop the pit with the depth of the lower boundary of the compressible strata, corresponding to the level of the bottom edge of the distribution of sandy to the surface, slopes which correspond to the position of the lower planes of the side faces of the projected distribution of sandy, which form the filtration and design in the contour plots of equal vertical and horizontal stresses, corresponding to the voltage of natural soil in the lower part of the compressible strata, while the height of the pillow is equal to the estimated depth of the compressible soil strata, and the Shire is well top and bottom faces of the cushion perform equal to, when it exceeds the width of the sole Foundation on both sides by an amount which is found graphically by conducting planes tangent to the plot equal horizontal stresses at an angle to the vertical equal to the angle of internal friction of the material of the pillow, to the intersection with the plane level of the sole Foundation, and the position of the side faces of the cushion is determined by the conduct of the extreme points of the upper and lower faces of the pillow planes tangent to apuram equal vertical and horizontal stresses before crossing them with each other, with the angle of the tangent plane to the plot is equal to the vertical stress is equal to the angle of repose of the natural soil, then form the lower body pillows in the volume of the slopes of the pit and upper body pillows in the volume of the upper side edges of the pillow, and then perform backfill sinuses between the upper body pillows and slopes of excavation of the natural ground on layer-by-layer technology, then build the underground part of buildings and structures.



 

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