60 results about "Claypan" patented technology

The invention provides a retaining wall drainage system and a construction method, and belongs to the technical field of building construction. The lower water interception system comprises a concrete cushion layer for providing stable support, and a high-quality clay layer and a rigid waterproof layer are laid on the concrete cushion layer; the middle drainage system comprises an inverted filter arranged on the back face of the retaining wall body, the inverted filter adopts welded reinforcement cages as an outer frame, the reinforcement cages are connected through spiral bars, sand and pebbles are filled in the reinforcement cages, the inverted filter is fixedly connected with the back face of the retaining wall body through embedded bars, and a set of evenly-distributed drainage holes penetrating through the wall body are formed in the inverted filter. A drainage ditch is arranged at the front bottom of the retaining wall body; the upper water retaining system comprises a concrete coping and a water stop ridge which are arranged at the top of the retaining wall body; the functions of intercepting water, rapidly draining water and intercepting ground water flow can be achieved, the filtering effect is improved, the construction difficulty is reduced, the stability is enhanced, and rapid drainage is achieved.

The invention provides a coastal area foundation pit dewatering system and method, and belongs to the technical field of foundation pit dewatering, the coastal area foundation pit dewatering system comprises a foundation pit, a plurality of light well points, a deep tube well and an electroosmosis auxiliary module, and the light well points are annularly arranged in a shallow layer area on the periphery of the foundation pit; the deep tube well extends to a deep area from the ground; and a plurality of electro-osmosis auxiliary modules are arranged in the peripheral clay layer area of the foundation pit. The annularly-arranged light well points evenly intercept shallow underground water around the foundation pit, the deep pipe wells can rapidly reduce the deep underground water level, and the drainage problem of a low-permeability clay layer area is effectively solved through the synergistic effect of the arranged electro-osmosis auxiliary modules and the well points / pipe wells; the synchronous precipitation uniformity of the complex soil layer is improved, layered targeted precipitation design is adopted in a shallow area, a deep area and a clay layer area, and the overall precipitation efficiency is improved. According to the foundation pit dewatering system in the coastal area, the problem that in the prior art, in the environment with complex hydrogeological conditions, the dewatering efficiency of a single dewatering measure is low is solved.

The invention provides nano-modified clay compounded hollow micro-powder and a preparation method thereof. The nano-modified clay compounded hollow micro-powder comprises the following components in percentage by mass: 55%-68% of nano-modified clay, 32%-45% of hollow micro-powder, 0.8%-4% of a functional aid and 0.1%-2% of a coupling enhancer, wherein the nano modified clay is obtained by performing dual modification treatment on natural clay, and the dual modification comprises the following steps: performing intercalation modification, adopting a composite modifier of a silane coupling agent and a titanate coupling agent, and stirring and reacting for 3-6 hours at 60-85 DEG C, the total dosage of the modifier is 3-8% of the mass of the clay; on the basis of intercalation modification, an acrylic monomer is introduced for free radical graft polymerization, and the grafting rate is 5-15%. According to the invention, through gradient compounding of the nano modified clay and the core-shell hollow micro-powder and the synergistic effect of intercalation modification and surface grafting modification, the interlayer spacing of the clay is enlarged to 1.85 nm or more, the specific surface area is increased to 120 m < 2 > / kg, and the interface bonding force with a polymer matrix is significantly enhanced.

A particle for delayed release of an active ingredient to a plant or seed, wherein the particle is comprised of a composite material, the composite material comprising an active ingredient component comprising microbial cell extract or a mixture of at least one type of amino acid and one or more negatively charged ion and / or neutral molecule, wherein the mixture comprises at least one type of positively charged amino acid, and a clay component comprising smectite clay mineral. The clay component forms layered stacks in the composite material and the active ingredient component is intercalated between individual clay layers in the stacks.

The utility model provides a mine ecological restoration filling slope platform drainage device, and relates to the technical field of mine ecological restoration slope drainage. The structure comprises a filling slope, a soil drainage ditch, a clay layer, a drainage pipe, a geomembrane and a soil water retaining stem, a soil drainage ditch is arranged on the inner side of the slope platform; clay layers are arranged on the surfaces of the soil drainage ditches, and drainage pipes are arranged on the surfaces of the clay layers; a geomembrane is arranged on the surface of the drainage pipe, the two sides of the geomembrane extend to the platform and the slope toe, and a soil water retaining stem is arranged on the surface of the part, extending to the platform, of the geomembrane. The structure is convenient and rapid to construct, simple in structure and capable of adapting to uneven settlement deformation of the mine filling slope, water on the surface of the filling slope can be collected into the slope toe drainage ditch to be discharged in time, instability caused by surface water scouring and infiltration of the slope is prevented, vegetation damage caused by surface water is reduced, and the mine ecological restoration effect is guaranteed.

The utility model discloses a subsidence area foundation pit composite cofferdam leakage water plugging structure. The subsidence area foundation pit composite cofferdam leakage water plugging structure comprises a steel sheet pile, an inner composite filling body and an outer composite filling body. The steel sheet piles are downwards driven into the sludge silty clay layer and transversely extend in the length direction of the composite cofferdam so that the subsidence area can be divided into an inner leaking stoppage treatment area and an outer leaking stoppage treatment area, and the two transverse sides of the steel sheet piles are further in sealed connection with the existing cement mixing piles correspondingly. And the inner composite filling body is filled in the inner closed filling area, so that the composite cofferdam, the inner composite filling body and the steel sheet piles are connected to form an integrated transverse water leakage plugging structure. The outer leaking stoppage processing area is filled with the outer composite filling body, so that the outer composite filling body and the transverse water leakage leaking stoppage structure are connected to form a whole leaking stoppage structure of an integrated structure. By means of the structure, the technical problems that in a humid environment, the electric shock risk of welding operation is high, the water leakage plugging effect is poor, the cement double-grout grouting cost is high, and the clay bearing capacity is low and the lateral supporting force is small in the liquefied state can be effectively solved.

The application discloses a single-row tooth rake head suitable for digging clay, a dredger and a method, and belongs to the technical field of dredgers. The single-row tooth rake head suitable for digging clay comprises a rake body, further comprises: a movable cover which is hingedly arranged on the front side of the rake body and is provided with a hydraulic oil cylinder between the movable cover and the rake body; a water flushing assembly which is arranged on the rake body and is used for cutting and flushing clay; a grid assembly which comprises a first grid and a second grid, the first grid is arranged on the rake body, and the second grid is arranged in the movable cover and is used for intercepting large pieces of clay; and a single-row rake tooth which is fixedly arranged at the front end of the movable cover through a tooth seat and is used for cutting into and crushing clay. The single-row rake tooth can effectively crush the clay layer, effectively avoid clay adhesion, reduce downtime, is suitable for clay digging operation scenes such as channel dredging and water conservancy engineering, and can effectively improve the clay digging efficiency and effect.

The application provides a design method of a road subsidence support steel pipe pile based on a pressure rod stability theory, comprising: a data measurement step, which obtains the following road data by measurement: road width, weight, road surface uniform load of a subsidence road, thickness of a silty clay layer, outer diameter and inner diameter of the steel pipe pile, and determines the width of the subsidence road which needs to be reinforced and supported; a first stress analysis step, which performs stress analysis on the subsidence road, establishes a vertical balance force equation of the subsidence road and a bending moment balance equation of the subsidence road; a second stress analysis step, which performs stress analysis on a single steel pipe pile anchor body, establishes a vertical force balance equation of the steel pipe pile, and obtains a critical vertical pressure value of the steel pipe pile; and according to the vertical balance force equation of the subsidence road, the bending moment balance equation of the subsidence road, the vertical force balance equation of the steel pipe pile, and the critical vertical pressure value of the steel pipe pile, the minimum arrangement number of the steel pipe pile is calculated, the liquefied land can be locally reinforced, and the overall stability of the liquefied land is improved.

The invention belongs to the technical field of hydrogeological detection, and discloses a single-well multi-channel in-situ corrosion test method, which is used for solving the problems of large occupied area, high cost and low efficiency of the existing in-situ corrosion test. According to the method, a multi-channel test tube is implanted into a one-time pore-forming test well, channels are isolated from one another, each channel is provided with an independent water inlet corresponding to an independent aquifer, the aquifer is filled with a quartz sand layer and a clay layer in a layered mode, and a miniature gypsum rock sample is hung in underground water in each channel; and synchronous and independent corrosion tests of a plurality of aquifers are realized. According to the method, independent gypsum rock in-situ corrosion tests of a plurality of aquifers are synchronously completed after one-time hole forming, the cost of the gypsum rock in-situ corrosion tests can be greatly reduced, and the test efficiency is improved; meanwhile, the problems of data distortion and the like caused by mixed flow of different aquifers are avoided, and the authenticity and the reliability of in-situ corrosion test data are remarkably improved.

A particle for delayed release of an active ingredient to a plant or seed wherein the particle consists of a composite material comprising an active ingredient component and a clay component, the active ingredient component comprises a microbial cell extract or a mixture of at least one type of amino acid and one or more negatively charged ions and / or neutral molecules wherein the mixture comprises at least one type of positively charged amino acid, and the clay component comprises a montmorillonite clay mineral. The clay component forms a layered stack in the composite material, and the active ingredient component is interposed between individual clay layers in the stack.

The invention relates to the technical field of open caisson construction, and particularly discloses an open caisson structure with a preset sinking channel and a construction method.The open caisson structure comprises an open caisson solid structure and the sinking channel, the open caisson solid structure is arranged above the sinking channel and comprises a plurality of criss-cross well walls, and an open caisson is divided into a plurality of well bin areas; the well wall is a double-wall type concrete wall body and is a vertically-through middle hollow body formed by an outer well wall body, an inner well wall body and longitudinal and transverse intersection points, the sinking channel is composed of a plurality of sets of channel piles, the channel piles comprise under-wall channel piles, out-wall channel piles and inter-wall channel piles, the inter-wall channel piles correspond to the middle hollow body in position, and the outer well wall body and the inner well wall body are connected through the channel piles. The under-wall channel piles are arranged below the under-wall blade feet, and the out-wall channel piles are arranged on the outer side of the outer well wall and the outer side of the inner well wall respectively. The open caisson can be built in different soil layers, balanced accompanying sinking can be achieved in the building process, and the open caisson can be built by penetrating through a deep and thick clay layer; and a deep foundation reinforcing and bottom sealing scheme is provided, and dry excavation of well bin earthwork can be achieved.

A testing device for the grouting effect of a subway shield tunnel includes a device box, a channel lining, a dense clay layer, a sandy silt layer, a silty clay layer, a tunnel system, and a measurement system. The dense clay layer, sandy silt layer, and silty clay layer are arranged sequentially from top to bottom within the device box. The channel lining is located in the middle above the dense clay layer. The tunnel system is arranged between the sandy silt layer and the silty clay layer. The measurement system includes a displacement sensor, a water-sensitive soil moisture sensor, and an earth pressure cell. The displacement sensor is installed on the top surface of the dense clay layer on both sides of the channel lining. The water-sensitive soil moisture sensor is arranged between the channel lining and the tunnel system. The earth pressure cell is located within the silty clay layer. A method for testing the grouting effect of a subway shield tunnel is also provided. This invention not only enables the testing of the grouting effect of subway shield tunnels but is also simple, easy to operate, inexpensive, and has a short cycle time.

This application provides a method and system for combined bank protection of the middle reaches of the Yangtze River under multi-source hydraulic coupling. The method includes: establishing a two-dimensional finite element model of the bank slope based on geological, hydrological, and design data of the slope location; obtaining measured rainfall and water level change data and applying them as boundary conditions to the bank protection structure of the two-dimensional finite element model of the slope, and calculating pore water pressure; calculating wave pressure on the slope; calculating the horizontal displacement and safety factor of the slope using different combined bank protection structures based on measured rainfall and water level change data, pore water pressure of the slope soil under rainfall-water level action, and wave pressure; and obtaining the bank protection method based on the clay layer thickness, horizontal displacement, and safety factor. This application considers the safety of the slope and bank protection under multi-source hydraulic coupling, and obtains accurate riverbank safety information through comparison, providing theoretical support for bank protection selection.

Methods for cavern rubblization for enhanced potash recovery are disclosed. In embodiments, such a method includes pressure cycling. The method can include pressurizing a cavity to maximum flow capacity followed by rapid relief of the cavity pressure. In this embodiment, this cycle of pressurization and rapid relief is repeated several times. Other embodiments of cavern rubblization and methods for enhanced potash recovery, a technique of fluid pulsing is used. According to embodiments, a tool can be used to pulse pressure through clay seams to be wetted. According to both embodiments, these methods increase potash recovery during mining.

Pond (1) for water retention in the landscape, wherein the pond (1) comprises a water reservoir (2) and an earth embankment (3) for water retention, wherein the earth embankment (3) surrounds the water reservoir (2) over at least one quarter of the circumference of the water reservoir (2), wherein the water reservoir (2) comprises a bottom (7) of the water reservoir (2), characterized in that the pond (1) further comprises an underground clay layer (4) for limiting the escape of water from the water reservoir (2) by underground seepage, wherein the underground clay layer (4) is arranged under at least a part of the earth embankment (3), wherein at least a part of the earth embankment (3) is in contact with the underground clay layer (4).

The application relates to the technical field of caisson construction, and particularly discloses a caisson structure with a preset sinking channel and a construction method, which comprises a caisson entity structure and a sinking channel. The caisson entity structure is arranged above the sinking channel and comprises multiple longitudinal and transverse intersecting well walls, which separate the caisson into multiple well bin areas. The well wall is a double-wall type concrete wall body, and an upper and lower through middle hollow body is formed by an outer well wall, an inner well wall and a longitudinal and transverse intersection point. The sinking channel is formed by multiple groups of channel piles. The channel piles comprise wall-under channel piles, wall-out channel piles and wall-inter channel piles. The wall-inter channel piles correspond to the positions of the middle hollow body. The wall-under channel piles are arranged below the wall-under cutting feet. The wall-out channel piles are arranged outside the outer well wall and the inner well wall. The caisson can be constructed in different soil layers, can be balancedly and accompaniedly sunk during the construction process, and can be constructed through deep clay layers. The provided deep foundation reinforcement and bottom sealing scheme can realize dry excavation of the well bin earthwork.

The present application relates to pile foundation detection technical field, specifically to a kind of pile foundation detection equipment, including conical ring, still including detection ring, rotating ring, intelligent sensor, locking assembly, pressure sensor, control module and fixed ring, driving mechanism is installed in the detection ring inside.The present application is judged limiting state by pressure sensor and control module after locking assembly is kept concentric limit after opening and pile foundation, then remove driving mechanism restriction, and according to the mode that the probe end of intelligent sensor is tightly attached to the outer periphery of pile foundation by the way that the corresponding number of turns is rotated to corresponding direction by driving mechanism according to pressure sensor feedback value, solve the problem that when the mud soft clay layer area in the southeast coastal area and inland lake sediment plain etc. of our country is detected, the mud containing clay particles seriously interfere with ultrasonic wave when using acoustic transmission method to detect pile foundation, affect pile foundation detection precision and detection efficiency.

Methods for cavern rubblization for enhanced potash recovery are disclosed. In embodiments, such a method includes pressure cycling. The method can include pressurizing a cavity to maximum flow capacity followed by rapid relief of the cavity pressure. In this embodiment, this cycle of pressurization and rapid relief is repeated several times. Other embodiments of cavern rubblization and methods for enhanced potash recovery, a technique of fluid pulsing is used. According to embodiments, a tool can be used to pulse pressure through clay seams to be wetted. According to both embodiments, these methods increase potash recovery during mining.

The invention relates to the technical field of reservoir seepage prevention, and particularly discloses a full reservoir basin seepage prevention structure for a pumped storage power station, which comprises a base layer and a seepage prevention monitoring layer, the anti-seepage monitoring layer comprises a lower geomembrane, an inter-membrane clay layer and an upper geomembrane; a plurality of fine sand lattice chambers are further arranged between the lower geomembrane and the upper geomembrane; a wireless osmometer is arranged in the fine sand lattice chamber. The upper geomembrane, the inter-membrane clay layer and the lower geomembrane form an anti-seepage structure, and after the upper geomembrane is damaged, seepage is difficult to penetrate through the inter-membrane clay layer and the lower geomembrane, so that loss of fine particles of the base layer can be effectively prevented. Meanwhile, due to the arrangement of the waterproof connecting plates and the fine sand lattice chambers, reservoir water leaking from the leakage points can flow to the corresponding fine sand lattice chambers, so that the wireless osmometers in the fine sand lattice chambers are triggered to send out signals, a power station operator can conveniently and rapidly position the leakage position, and the leakage safety of the power station operator is improved. According to the invention, the economical efficiency and the safety of the whole-reservoir-basin anti-seepage type pumped storage power station are obviously improved.

The utility model provides an open-pit coal mine goaf backfill differential settlement monitoring device, a rock layer and a clay layer are arranged above a coal mine goaf, a monitoring hole is formed in the clay layer, a grouting body is arranged in the monitoring hole, the monitoring device comprises a positioning pipe, the positioning pipe is vertically fixed in the grouting body, and the grouting body is arranged in the positioning pipe. A detachable sealing plug is fixed to the top of the positioning pipe, and a limiting hole is formed in the sealing plug. The monitoring rod is connected to the interior of the positioning pipe, a connector is fixed to the bottom of the monitoring rod, a threaded section is arranged on the connector, and the monitoring rod is slidably connected to the interior of the sealing plug; and a connecting cylinder, a fixing hole is arranged in the rock layer, the connecting cylinder is fixed in the fixing hole, and the inner wall of the connecting cylinder is provided with an internal thread matched with the connector.

The present invention belongs to the technical field of mine sealing and backfilling, and discloses a construction method for backfilling a well with a water seal in a well. One of the underground well sealing and backfilling anti-seepage structures includes a well shaft buried underground, wherein a well bottom anti-seepage layer and an upper anti-seepage layer are sequentially filled in the well shaft from bottom to top. The well bottom anti-seepage layer corresponds to the underground karst water layer and is used for anti-seepage protection of the karst water layer in the well; the well bottom anti-seepage layer includes a first cast concrete layer, a first clay layer, and a first gangue layer, which are sequentially filled in from bottom to top. By setting three anti-seepage layers, the present invention can respectively deal with karst water, sand and salt water, and groundwater, thereby achieving a better barrier effect while achieving layered and classified isolation, and effectively preventing adjacent water layers from being connected in series.

The invention discloses an underground water level long-acting monitoring method and device based on embedded microsensor arrays, and the method comprises the steps: respectively embedding at least one group of microsensor arrays in a clay layer, a gravel layer and a sedimentary rock layer of a to-be-monitored area, the microsensor arrays comprising soil humidity, temperature, electromagnetic wave propagation characteristic and precipitation sensors; monitoring soil parameters of the to-be-monitored area in a preset time period through the microsensor array, wherein the soil parameters comprise soil humidity, soil temperature, propagation loss of electromagnetic waves in soil and precipitation; inputting the soil parameters and the auxiliary information in the preset time period into the underground water level dynamic model, and calculating the water level lifting amplitude of the underground water level of the to-be-monitored area; the underground water level dynamic model is a combined model comprising a saturated region sub-model and an unsaturated region sub-model. The underground water level dynamic model is combined with the saturated region sub-model and the unsaturated region sub-model, and the lifting amplitude of the underground water level of the to-be-monitored region can be calculated more accurately.

The utility model discloses a coastal silt area foundation replacement filling structure which comprises a silt foundation and an embankment structure, a foundation pit is arranged on the silt foundation, a bottom clay layer is arranged at the bottom of the foundation pit, a protection plate is arranged on the side wall of the foundation pit, a stone cushion layer is arranged in the foundation pit above the bottom clay layer, and the stone cushion layer is arranged in the foundation pit above the bottom clay layer. The inner pit is arranged on the stone cushion layer, the compacted clay layer is arranged on the surface of the inner wall of the inner pit, the prefabricated slab is laid on the compacted clay layer, the sea sand layer is arranged at the bottom of the inner side of the prefabricated slab, the pebble cushion layer is arranged on the sea sand layer, and the fine sand layer is laid on the pebble cushion layer. According to the coastal silt area foundation replacement and filling structure, the novel structural design is adopted, a soft soil layer of a coastal silt area is replaced through cooperation of a multi-layer positioning structure and a waterproof material with a high-stability material, the whole foundation structure is stable, water seepage and sedimentation are not prone to occurring, and long-time stability of an embankment structure is guaranteed.

The utility model discloses an anti-seepage and anti-slope-collapse structure of a slope bank. The anti-seepage and anti-slope-collapse structure comprises an anti-seepage clay layer, a GCL geosynthetic clay liner, an HDPE geomembrane and a non-woven fabric, the anti-seepage clay layer, the GCL geosynthetic clay liner, the HDPE geomembrane and the non-woven fabric are sequentially laid on the slope bank base layer from bottom to top. An anchoring assembly is arranged on the non-woven fabric; the anchoring assembly is used for anchoring connection between the HDPE geomembrane and the non-woven fabric, and meanwhile cooperation between the non-woven fabric and the backfill soil is enhanced. According to the anti-seepage and anti-collapse structure for the slope bank, the problem that the contact surface of the non-woven fabric and the HDPE geomembrane is prone to sliding is solved, the anti-seepage and anti-collapse structure for the slope bank is more stable, the anti-sliding and anti-collapse capacity of the slope bank or the area scoured by water power is improved, and the long-term stability of the slope bank structure is ensured.

The utility model discloses a rotary excavating pile drill bit for a super-long secant pile in a pebble water-rich stratum, which comprises a barrel with a closed upper end and an open lower end. The upper bottom plate is mounted at the bottom end of the cylinder body and is hinged to the cylinder body; the lower bottom plate is symmetrically mounted on the upper bottom plate along the center of the cylinder body, and a double-door space allowing drilling slag to enter is formed between the upper bottom plate and the lower bottom plate in the circumferential direction of the cylinder body; the cutting teeth are mounted on the side edge of the lower bottom plate and are arranged in a downward inclined manner; the pressing rod mechanism comprises a shaft rod and a connecting plate, the connecting plate is connected between the lower bottom plates in the diameter direction of the barrel, the lower end of the shaft rod is hinged to the connecting plate, and the upper end of the shaft rod penetrates out of the closed end of the barrel and is used for being connected with a driving mechanism on the drilling machine. The upper bottom plate and the lower bottom plate are arranged at the lower end of the barrel body to form the double-bottom double-door drilling bucket, and the double-bottom double-door drilling bucket is suitable for hard strata, shell layers, compact clay layers and gravel-cobble layers and is high in adaptability to medium-hard and hard strata.

The invention discloses a method and system for determining the minimum waterproof thickness of a clay layer in a mining area, and relates to the technical field of evaluation of the minimum waterproof thickness of the clay layer. Constructing an elastic foundation beam mechanical model according to the geological data; unconsolidated formation parameters of the elastic foundation beam mechanical model are determined through geological data and laboratory tests; determining the tensile failure minimum thickness according to the maximum tensile stress of the beam end; determining the shear failure minimum thickness according to the maximum shear force of the beam end; sensitivity analysis is conducted on the unconsolidated formation parameters, and the minimum water-resisting layer thickness under different working conditions is obtained; and obtaining the minimum waterproof thickness of the clay layer based on the minimum waterproof layer thicknesses under different working conditions. Aiming at the problem that the water insulation performance of a clay layer is damaged due to the development of a water flowing fractured zone in coal mining, the bearing capacity of the clay layer in a tensile and shear failure mode is quantified by constructing a mechanical model, targeted water prevention and control measures can be formulated in advance, and water inrush accidents are prevented.

This invention provides an assembly structure for slope support drainage, including a drainage box and a water-swellable strip nested outside the drainage box along its height. Under external influence, the water-swellable strip changes from a first state to a second state. In the first state, the cross-sectional dimension of the water-swellable strip is smaller than the cross-sectional dimension of the slope drainage hole; in the second state, the cross-sectional dimension of the water-swellable strip is larger than the cross-sectional dimension of the slope drainage hole. This invention also provides a drainage box for slope support drainage as described above, including a filter layer, a drainage pipe, permeable bricks, and a clay layer. The filter layer is arranged along the length of the drainage box, with one end near the soil connecting to the soil and the other end abutting against the permeable bricks. The filter layer connects to the outside of the slope through the drainage pipe. The clay layer is arranged below the filter layer, separating the filter layer and the permeable bricks. This invention also provides a construction method for the drainage box.

This utility model relates to a cofferdam for river management projects, comprising two Larssen piles driven into the bottom layers of silt, loam, and clay in sequence. Each Larssen pile has a top beam welded to its upper outer side, and the top beams are connected and fixed by steel reinforcement rods. Upstream of the Larssen piles, above the silt layer, is a ballast rock, and downstream, above the silt layer, is a ballast bag filled with soil. The entire interior section of both Larssen piles is filled with soil bags. The inner side of the Larssen piles is covered with tarpaulin along its height. A beam support plate is welded to the lower part of the top beam on the outer side of the Larssen piles. This utility model has a simple structure and, through the steel reinforcement rods, ballast rock, ballast bagged soil, and soil bags, can comprehensively ensure the overall stability of the cofferdam, improving its strength and performance.

The utility model discloses a construction structure for controlling the filling coefficient of a cast-in-place pile. When a soft backfill soil layer is drilled, a pile casing is erected, hole collapse is prevented during drilling, the bottom of the pile casing is filled with a clay layer, the perpendicularity of the pile casing is guaranteed, mud loss and displacement of the pile casing are prevented, and the stability of the pile casing is improved. A steel reinforcement cage is placed in a drilled hole after the drilled hole is formed, the outer side of the steel reinforcement cage is coated with a layer of iron sheet, a cushion block used for controlling the distance between the stirrup and the iron sheet is arranged on the stirrup of the steel reinforcement cage, and the iron sheet serves as an outer formwork for pouring when concrete is poured, so that the pile forming quality can be improved, and the problems of bulging of a pile body and the like are solved; the filling coefficient of concrete is greatly reduced, so that the construction cost is controlled, and the construction quality is stabilized.