Contact system support, constructed for heaving soils
The invention relates to the construction and operation of the support contact network in areas heaving soils in permafrost and deep seasonal freezing. What's new is that protivopozharnoe device made in the form of solntsevskaya canopy and protivopozharnogo band, and solnezashchitnye canopy of predominantly galvanized profiled sheeting and frost-resistant insulating material is placed around the pole in the zone with a radius of not less than the depth of seasonal thawing of the soil and has a height of not less than the maximum thickness of the snow cover, but not less than 0.5 m, and protivopozarnyi bandage made in the form of a protective cover of frost-resistant composite material, predominantly polymer, is placed around the recessed part of the support section from the surface to a depth of 0.5 to 0.6 of the depth of seasonal thawing of the soil, and ice-free grease between the housing and the recessed part of the support, with the upper surface of the canopy and acting on it site support at a height of 0.5-1 m painted in reflective color. The technical result of the invention is to improve the sustainability pillars erected on the opposing forces necessary to do Puja freezing it with permafrost soils. 1 Il. The invention relates to the construction and operation of the support contact network in areas heaving soils in permafrost and deep seasonal freezing.Known design techniques ensure the sustainability of the support contact network in areas heaving soils in permafrost and deep seasonal freezing: wooden boxes with draining soil, winding plastic film, anchor plates, and other .These techniques require large costs for the construction and maintenance of reference farms in working condition, as evidenced by the experience of the construction and operation of Railways in permafrost , do not provide stability support contact network. Have to periodically correct and replace unsustainable reliance on sections heaving soils, thereby increasing overhead costs.Closest to the proposed design to the technical essence and the achieved result is bearing contact network constructed for heaving soils, including protivopozharnoe device - a charge the axils of the upper 2/3 of the depth of the pit narcisista draining soil, protected from okrugs requirement of deep groundwater level (not less than 2.7 m from the estimated ground surface), for heaving soils seasonally thawing layer actually difficult to do. And when saturated with water filling the sinuses during freezing is also heaving - protivopojarnye measures become ineffective. This eventually contributes to frost weathering macro-grained rock particles filling and clogging of the pores of the products of weathering.The objective of the invention is to improve the stability of a support constructed for heaving soils, by reducing the effects of frost heave on the support in the seasonally thawed layer and increase of opposing forces, freezing her with permafrost soils.The problem is solved due to the fact that bearing constructed for heaving soils includes protivopozharnoe the device according to the invention is made in the form of solntsevskaya canopy and protivopozharnogo band, and solnezashchitnye canopy of predominantly galvanized profiled sheeting and frost-resistant insulating material is placed around the pole in the zone with a radius of not less than the depth of seasonal thawing of the soil and has a height of not less than the maximum thickness of the snow cover, but not less than 0.5 m, and protivopozarnyi band to perform the CSOs around the recessed part of the support section from the surface to the depths, 0.5-0.6 depth of seasonal thawing of the soil, and ice-free grease between the housing and the recessed part of the support, the upper surface of the canopy and acting on it site support at a height of 0.5-1 m painted in reflective color.The technical result provided by the present set of features, is to increase the stability of the contact network, constructed on heaving soils, due to the joint action solntsevskaya canopy and protivopozharnogo band, resulting in under the canopy in the array of ground support around the rise of the roof of permafrost and a corresponding reduction in the thickness of the seasonally thawed soil, and protivopozarnyi bandage protects the prop from the effects of heaving during freezing seasonal thawing of the ground, thus staining the speaker above the canopy area supports at a height of 0.5-1 m and the upper surface of the canopy in the reflective color reduces heat of their sun rays and, accordingly, heat transfer in the soil, which also helps to reduce the depth of seasonal thawing. The result is reduced power buckling support in the seasonally thawed soil and increases pinched her in permafrost thicker than that in CC. In case of installation of such support in areas of deep seasonal freezing of soil formation of permafrost, the layer of seasonal freezing becomes seasonally thawing layer, and in further support interaction with soil occurs as described above.The invention is illustrated by the drawing, which schematically shows a contact system support with protivopolojnym device in the section.Bearing 1 contact the network constructed for heaving soils includes protivopozharnoe device made in the form of solntsevskaya canopy 2 and protivopozharnogo band 3 is embedded in the ground of the foot support. Solnezashchitnye canopy, for example, of galvanized corrugated grating with a radius of not less than the thickness of the seasonally thawed layer is constructed around a reinforced concrete support 1 at the height of the maximum capacity of the snow, but not less than 0.5 m from the surface of the ground, to prevent warming impacts on soil direct solar radiation, summer precipitation and snow cover. To achieve the greatest cooling effect of the lower surface of the canopy teploizolyatsii a 10-15 cm layer of frost-resistant material, preferably extrusion knosti canopy and acting on it site support at a height of 0.5-1 m painted in reflective color (not shown). The result under a canopy around the pole rises from the roof of permafrost 5 and accordingly decreases the power of the seasonally thawing layer 4. To protect the bearings from the effects of heaving during freezing of the seasonally thawed soil arrange protivopozarnyi band 3 from freezing grease type tsiatim-201, BAM, etc., and protective covers, for example, from frost-resistant composite material, predominantly polymer. As the roof of permafrost soils 5 near the supports 1 under the action of solntsevskaya canopy rises and decreases the depth of seasonal thawing of the soil 4, and also reduces their moisture content, while also decreasing the active area of heaving it at the winter freezing (not shown). So protivopozarnyi bandage 3 put on is embedded in the ground part of the support only in the area from the surface soil to a depth of 0.5 to 0.6 of the depth of seasonal thawing of the soil 4.Technology installation supports the following.Initially, the upper portion of the underground part of the concrete pillars wear protivopozarnyi bandage from freezing and grease resistant protective casing so that the surface of the Foundation support stem bearing installed in a specially drilled hole the space around the pole carefully fill the dispersed soil (best of fine-grained sand). Then around the pole at the height of the maximum capacity of the snow, but not less than 0.5 m from the surface of the earth, build solnezashchitnye canopy, for example, extrusion of foamed polystyrol "PENOPLEX 35", covered with galvanized corrugated decking with reflective color that can withstand snow and wind loads. The radius of the canopy around the pole is not less than the thickness of the seasonally thawed layer of soil. The site supports over a canopy of 0.5-1 m reflective paint in color.The proposed solution can be used for metal supports, usually consisting of Foundation in the form of metal pipes and installed on top of the metal rack.In this case, the procedure is the following. At the job site on the upper portion of the underground part of the metal Foundation supports impose protivopozarnyi bandage. Then at the depth of installation protivopozharnogo band drill hole of larger diameter than is required for the installation of Foundation support. Further wells are smaller diameter, sufficient for installation (e.g., by screwing) MMI, excluding this damage. Fall asleep annulus soil with a layer-by-layer seal it. Then on the Foundation of mount solnezashchitnye canopy above described construction. Set a metal rack supports. The upper surface of the canopy, and Metallichesky rack painted in reflective color. Painting, as a canopy, and the rack can be made in advance, for example, in the factory.The invention has several advantages compared to the prototype. It has no restrictions on the depth of Admiralty water and is more efficient because it not only reduces the effects of frost heaving of the seasonally thawed soil bearing capacity, but also significantly increases (creates) a pinched her in permafrost thickness, which together eliminates or drastically reduces the vertical displacement and the horizontal tilt support. When using the invention to increase the reliability and life time support contact network constructed for heaving soils and eliminates the need for periodic adjustment and replacement.The invention will be applied during electrification, the repair of unstable sites support contact who may also be used in the construction and maintenance of overhead power lines alarm device, centralization and blocking and longitudinal power supply, etc.,Sources of information 1. Methodical recommendations on consolidating support contact network in harsh and difficult geological conditions. M: crid Transstroy USSR, 1975.2. The high voltage. Electrification of the TRANS-Baikal Railways 1982-1993 years. Chita: Samtrans, 1993.
ClaimsContact system support, constructed for heaving soils, including protivopozharnoe device, characterized in that it is made in the form of solntsevskaya canopy and protivopozharnogo band, and solnezashchitnye canopy of predominantly galvanized profiled sheeting and frost-resistant insulating material, is placed around the pole in the zone with a radius of not less than the depth of seasonal thawing of the soil and has a height of not less than the maximum thickness of the snow cover, but not less than 0.5 m, and protivopozarnyi bandage made in the form of a protective cover of frost-resistant composite material, predominantly polymer, is placed around the recessed part of the support section from the surface to the depths, 0.5-0.6 depth of seasonal thawing of the soil, canopy and acting on it site support at a height of 0.5-1 m painted in reflective color.
FIELD: foundation building, particularly for all-purpose buildings and structures, electric power lines and outer service lines in continuous or discontinuous permafrost conditions on all types of thawed ground except water-saturated grounds, seasonally thawing and freezing ground with 3 - 9 m depth located above permafrost or rock underplaying ground.
SUBSTANCE: method involves ramming foundation pit in seasonally thawing and freezing ground layer with forming compacted area around foundation pit and under it; building foundation unit in foundation pit. Foundation pit ramming is performed in thawed ground before freezing thereof. Compacted area is formed as solidified ground column supported by permafrost or rock grounds. Foundation pit is rammed up to bulging ground out of pit in upward direction, which indicates that solidified ground column rests upon permafrost or rock ground. After that thawed ground ramming is stopped and foundation unit is built in foundation pit so that foundation unit is supported by solidified ground column.
EFFECT: increased reliability of foundation base, reduced power and labor inputs, improved load-bearing capacity of thawed ground, prevention of foundation settlement during ground thawing and heaving thereof during foundation base freezing.
10 cl, 6 dwg
FIELD: building, particularly building structures erected on ground subjected to heaving during ground freezing and subsidence during thawing thereof.
SUBSTANCE: method involves marking compaction points on ground surface and compacting ground. Compaction areas are located on foundation axes or parallel thereto so that the areas overlap one another. Compaction is performed by simultaneous well forming along with rolling out well wall. Material for changing heaving ground properties is placed into well and rolled into well wall. Then the well is filled with nonfrost-susceptible material along with following compacting thereof. Rolled out well depth is not less than depth of seasonal frost penetration in ground.
EFFECT: increased efficiency of foundation protection.
FIELD: building, particularly to construct pile foundation in territories with severe climatic conditions.
SUBSTANCE: pile foundation with grillage includes piles driven in seasonally frozen heaving soil, grillage to connect pile heads supported directly by heaving foundation soil. Pile heads have reinforcement rod projections extending for at least 150 mm and welded with anchoring rods located in grillage body. Summary area of extended reinforcement of one pile, maximal pile stretching force and actual value of pile foundation buckling are determined from given relations taking into consideration that maximal admissible relative buckling difference is to be more or equal to actual value.
EFFECT: reduced material consumption and labor inputs, increased reliability and enhanced pile foundation operation during building and building structure usage.
3 dwg, 1 ex
FIELD: construction, particularly to erect buildings and building structures on permafrost ground, which may thaw during building or building structure usage.
SUBSTANCE: method involves digging-out pit; filling the pit with nonfrost-susceptible material; introducing reinforcing members in the nonfrost-susceptible material and mounting foundations. The reinforcing member is made as rigid reinforced concrete panel arranged in compacted nonfrost-susceptible material layer. Distance between foundation bottom and panel top is selected to provide uniform load transmission from the foundations to the panel. Upper panel surface is formed of heat-insulation material and sloped parts inclined from panel center to panel periphery are created. Panel rigidity is related with thawing permafrost ground deformation extent.
EFFECT: reduced building deformation caused by non-uniform deformation of thawing permafrost ground.
FIELD: foundations for special purposes, particularly foundation platforms connected to tanks.
SUBSTANCE: reinforced concrete beams or trusses are installed between reinforced concrete panels of upper and lower belts of three-dimensional platform. Reinforced concrete beams or trusses have inclined upper face and are connected one to another in center by monolithic rigid core. The reinforced concrete panels have trapezoid or segmented shape in plane. Reinforced concrete beams or trusses with key connections are located in parallel between reinforced concrete panels of upper and lower belts. Tank walls and coverings have arched structure shaped as prismatic polyhedron inscribed in cylindrical surface defined by square parabola or another curve with generatrices parallel to beams or trusses of three-dimensional foundation platform.
EFFECT: increased structural efficiency due to increased reliability of three-dimensional foundation platform, reduced metal consumption and labor inputs.
2 cl, 9 dwg
FIELD: construction, particularly foundation erection in heaving soil at negative temperatures.
SUBSTANCE: method involves creating pit; forming hole in ground; driving foundation body in hole and filling thereof with non-heaving soil. After hole creation heating element is located in designed foundation base area and is linked to power source through temperature regulator.
EFFECT: decreased costs and increased capacity of foundation erection.
FIELD: construction and operation of railroad overhead system to be erected in adverse subgrade conditions, namely in permafrost conditions and deep seasonal heaving ground freezing.
SUBSTANCE: method involves forming bored pile having lower widened part in ground in area of pole erection; connecting pile with overhead system pole at height of 0.6-0.8 m over ground surface with the use of platform horizontal welded joint through embedded members built in pile head and pole. Well-known discharge impulse technology is used for pile erection. Said discharge impulse technology provides pile anchoring in permafrost ground and increases pile resistant to ground heaving forces. Widened pile part provides decreased length of pile anchoring in permafrost ground.
EFFECT: increased conical reinforced concrete pole stability, decreased labor inputs and reduced pre-stressed reinforcement due to decreased length of pile anchoring in permafrost ground and reduced pile section within active heaving zone, as well as decreased material consumption and labor inputs for joint creation between foundation and pole.
FIELD: construction, particularly to protect building foundation against frost heaving in seasonally freezing ground.
SUBSTANCE: method for pile foundation protection against frost heaving force applied to foundation from surrounding ground side involves forming normal frost heaving force components acting on pile in direction opposite to tangent heaving force action by installing supporting-and-anchoring plate; securing the supporting-and-anchoring plate to pile body in area corresponding to seasonal ground freezing depth in foundation sitting place; drilling hole to supporting-and-anchoring plate location, wherein hole diameter is equal to transversal dimensions of supporting-and-anchoring plate. Supporting-and-anchoring plate has surface area of not less than 1/10 of side area of pile section having length equal to 2/3 of seasonally freezing depth.
EFFECT: simplified technology and increased efficiency and reliability of heaving protection along with decreased labor inputs and costs.
2 cl, 1 ex
FIELD: construction, particularly methods for building foundation protection against frost heave in seasonally freezing ground.
SUBSTANCE: method involves controlling natural seasonal freezing of ground surrounding building foundation by artificial retarding of natural seasonal ground freezing through depth equal to that of seasonally frozen ground sitting and width equal to foundation width. Artificial retarding of natural seasonal ground freezing is initiated when mean daily temperature of ambient air becomes equal to negative value. Said artificial retarding is carried out simultaneously from all foundation sides through total seasonally freezing ground layer with speed less than natural seasonal freezing speed and equal to 0.5-1 cm/day. Said freezing speed is kept up to natural freezing of ground through all sitting depth.
EFFECT: simplified technology of heaving protection, increased capacity, decreased labor inputs and costs, increased efficiency and reliability.
5 cl, 1 ex
FIELD: construction, particularly foundations for all buildings or building structure types in permafrost ground with ground base conservation in permafrost condition during total building or building structure usage time.
SUBSTANCE: method involves drilling hole in permafrost ground with loosened ground removal from well; filling the hole with previously removed ground along with metal pile installation in hole; leaving the pile in unloaded state up to pile adhering by freezing with surrounding permafrost ground. Metal pile is made as shaft with expanded lower part to be inserted in hole. Lower pile part consists of horizontal support member fixedly connected to power pile shaft end. The horizontal support member is metal sheet and metal vertical stiffening ribs fixedly secured to upper surface of the support member and to shaft and extending in radial direction therefrom. Crushed stone, gravel or sand layer is placed on hole bottom before pile installation in hole. Said layer is compacted by dropping pile from height enough for said material compaction with expanded pile part or by pile insertion in hole and vertical load application thereto, wherein the load is enough for material compaction by expanded pile part. After that metal pile is installed in well and space between pile and hole wall is filled with several layers of thawed or frozen ground removed from hole. Frozen ground layers are thawed inside hole with the use of steam jets or other heaters. After each layer laying thawed ground between pile shaft and hole wall is compacted with ramming. After upper ground layer compaction pile is left in unloaded state up to pile freezing into surrounding ground.
EFFECT: increased quality and decreased time of pile foundation construction in permafrost ground, decreased constructional costs.
9 cl, 4 dwg