41 results about "Lateral earth pressure" patented technology

The present application discloses a device and method for simulating the lateral earth pressure of a retaining structure. The device comprises a frame assembly and a plurality of simulation assemblies. Each of the simulation assemblies comprises a plurality of lateral earth pressure simulation assemblies. The lateral earth pressure simulation assemblies are arranged on the frame assembly. The lateral earth pressure simulation assemblies comprise elastic components. Each of the simulation assemblies is located on opposite sides of the retaining structure and applies pressure to the retaining structure through the elastic components. A physical model device is formed by combining the retaining structure, the simulation assembly and the frame assembly. The elastic components in the simulation assembly are used to effectively simulate the static earth pressure acting on the retaining structure, facilitating the analysis of the stress characteristics of the retaining structure, thereby guiding the optimized support design and solving the safety and stability problems of the foundation pit. The response of the simulation assembly is displayed in real time, which can be used as a teaching plan to intuitively demonstrate the principles of pile-soil interaction and the deformation principle of foundation pit excavation.

The invention relates to the technical field of tunnels, and provides a tunnel portal section structure suitable for steep terrains and a construction method thereof.A steep rock-soil body is vertically excavated through an upward slope step by step, a soil nailing wall is adopted to support the upward slope while the upward slope is excavated from top to bottom, a box culvert main body, a stand column assembly and a joist assembly are constructed, and the tunnel portal section structure suitable for the steep terrains is constructed. And constructing portal walls and cover arches on the two sides of the tunnel by using the constructed adjacent span bridge, the box culvert main body and the joist assembly as a construction platform, constructing a pipe shed on the basis of the cover arches, backfilling in the second backfilling space to form a second backfilling layer, constructing a shed tunnel assembly, constructing a tunnel hidden hole, and completing the construction of the tunnel portal section structure. According to the double-layer frame structure, the foundation of an upper shed tunnel assembly can be provided, a channel is provided for an existing low-grade road on the lower portion, the double-layer frame structure is used for an adjacent bridge and a bridge abutment, meanwhile, the upper portion of the box culvert is backfilled to the top face of the joist, a construction platform can be provided for tunnel entering, the lateral soil pressure of a mountain can be resisted, and the construction safety is high.

This invention belongs to the field of data analysis technology and provides a data-based intelligent monitoring method and system for the safety of pit construction. The method includes acquiring horizontal displacement data, support pile stress data, lateral earth pressure data, pore water pressure data, and pit perimeter vibration acceleration data of the supported pit; determining a displacement risk coefficient based on the horizontal displacement data; determining a stress overload coefficient based on the support pile stress data; determining an earth pressure fluctuation coefficient based on the lateral earth pressure data; determining a water pressure change coefficient based on the pore water pressure data; determining a vibration damage coefficient based on the pit perimeter vibration acceleration data; and determining a comprehensive impact index. By collecting data directly related to the ongoing pit construction, the method can accurately capture the disturbance effects of vibration, stress transmission caused by soil excavation, and groundwater level changes caused by precipitation on the completed pit.

The application discloses a foundation pit support pile construction method, and relates to the field of pile foundation construction technology, which comprises the following steps: step one, foundation pit support pile construction, a pile body of a foundation pit support pile is arranged in a soil body, a pre-pulling hole is arranged along the length direction of the pile body, a pre-pulling rope is arranged in the pre-pulling hole, and the lower end of the pre-pulling rope is fixedly arranged on the pile body; and step two, pre-stress is applied to the pile body, the upper end of the pre-pulling rope is pulled, and the upper end of the pre-pulling rope is fixed after the pre-pulling rope is pulled to a set position to maintain the pre-stress of the pre-pulling rope. The application has the effect of preventing the pile body of the foundation pit support pile from being bent, the ability of the pile body to resist lateral earth pressure is enhanced, the deformation of the pile body can be effectively reduced, and the safety of a foundation pit project is ensured.

The invention belongs to the technical field of post-cast strip construction, and particularly discloses a basement side wall post-cast strip supporting device which comprises two sets of supporting pieces which are supported on the two sides of a post-cast strip respectively and used for bearing and transmitting lateral soil pressure acting on the side wall of the post-cast strip; the embedded parts are embedded in the positions, on the two sides of the post-cast strip, of the basement side wall and the basement bottom plate; the self-adaptive locking mechanism is arranged between the supporting part and the embedded part and is used for detachably locking the supporting part to the corresponding embedded part; the self-adaptive locking mechanism can enable the supporting piece to be adjusted in position relative to the embedded piece in the vertical direction of the basement side wall or the transverse direction of the basement bottom plate during installation, and locking is achieved after the supporting piece is adjusted in place. The original design stress mode of the retaining wall at the position of the post-cast strip is not changed, and structural deformation at the position of the post-cast strip is avoided.

The invention belongs to the field of tunnel engineering and rock-soil mechanics, and discloses a fault fracture zone excavation face limit support force calculation method based on local instability, through a fault fracture zone tunnel excavation simulation test, an excavation face local instability form is obtained, an improved cone instability model is provided, and a fault fracture zone excavation face limit support force calculation method is provided. The problem that the lateral soil pressure coefficient is difficult to accurately estimate is solved, and calculation is simplified; carrying out mechanical analysis based on symmetry of the rotating body, and establishing a calculation method for the ultimate supporting force of the tunnel excavation face in the fault area; and the accuracy is verified by comparing with the existing test result, and the influence of key factors such as cohesive force, internal friction angle and soil weight is analyzed.

The utility model discloses a dumbbell-shaped lock catch pile cofferdam for deep foundation pit construction, and relates to the technical field of cofferdams. The device comprises a plurality of dumbbell-shaped frames, the dumbbell-shaped frame comprises two C arc sections; straight line sections parallel to each other are connected between the two C arc sections; two connecting plates are symmetrically fixed between the two linear sections; reinforcing plates are connected between the connecting plates and the adjacent C arc sections and the linear sections; an outer frame is arranged on the periphery of the dumbbell-shaped frame; and a back cover is arranged on the bottom surface of the dumbbell-shaped frame. The cofferdam of the dumbbell-shaped frame is designed, the middle of the cofferdam is narrow, the two ends of the cofferdam are wide, the cofferdam is similar to the combination of two arcs, the shape enables the cofferdam to be higher in stability when resisting external force such as water flow impact and lateral soil pressure, meanwhile, compared with a rectangular frame, the dumbbell-shaped frame is larger in internal operation space, the two C-shaped arc section parts are only used as boundary beams and not used as diagonal bracings and inclined bracings, and the structure is simple. While the overall stability of the cofferdam is ensured, a larger and more convenient operation space can be brought.

This invention discloses a pseudo-static calculation method, system, storage medium, and electronic device for active earth pressure in finite-width fill under seismic conditions using the RB displacement mode. The method first determines the failure mode based on the fill geometry, identifying a potential slip surface composed of a combination of logarithmic spirals and straight lines. The core innovation lies in establishing a small principal stress trace arch model to quantitatively analyze the deflection of principal stresses in the soil caused by friction at the wall-soil and rock-soil interfaces, and deriving the lateral earth pressure correction coefficient. K w Based on this, the damaged soil is divided into zones, and differential equations considering the equilibrium of seismic inertial force, self-weight, and interface forces are established, combined with the aforementioned correction coefficients. K w By performing the solution, a more realistic distribution of earth pressure intensity, magnitude of resultant force, and location of application point are obtained. This invention overcomes the limitations of traditional semi-infinite soil theory and provides an accurate and reliable theoretical tool for the seismic design and stability analysis of retaining structures in narrow spaces.

The invention belongs to the technical field of geotechnical engineering and geological disaster prevention and control, and discloses a method and system for analyzing the stability of high slopes with anti-sliding piles. The method includes: determining the position of an initial sliding surface based on topographic parameters, coordinates of the sliding surface and slope surface, physical and mechanical parameters of soil mass and parameters of anti-sliding piles; calculating the landslide thrust acting on the anti-sliding piles based on the determined position of the initial sliding surface; determining the position of the rotation center point of the anti-sliding piles based on the landslide thrust acting on the anti-sliding piles; conducting stability review and iterative decision-making based on the position of the rotation center point of the anti-sliding piles; calculating the maximum lateral earth pressure of a single pile after the completion of stability review and iterative decision-making; and calculating the stability of the soil mass in front of the piles based on the maximum lateral earth pressure of the single pile. The system corresponding to the method includes an initialization module, a landslide thrust calculation module, a center point position calculation module, an iteration module, a lateral earth pressure calculation module and a stability calculation module, which implement the above steps in a one-to-one correspondence manner. The invention integrates slope stability, pile force and local stability into a unified analysis framework with logical judgment, distinguishes different failure modes by introducing the concept of a rotation center, and realizes semi-automation of analysis-design-optimization through an embedded iterative process, which greatly improves the efficiency and reliability of stability analysis of high slopes with anti-sliding piles.

The utility model relates to the technical field of cofferdams, and discloses a double-row steel sheet pile cofferdam structure which comprises a cofferdam body connected to a foundation and an internal supporting body connected to the interior of the cofferdam body, two wave walls are arranged at the top of the internal supporting body, a flood prevention channel is arranged between the two wave walls, and the flood prevention channel is communicated with the cofferdam body. The side, away from the flood prevention channel, of one wave wall is connected with a concrete protection slope, and the side, away from the flood prevention channel, of the other wave wall is connected with a gravel protection slope. According to the double-row steel sheet pile cofferdam structure, the cofferdam body and the internal supporting body are arranged, the multiple first laminations and the multiple second laminations which are alternately stacked are arranged between the two U-shaped steel sheet piles of the cofferdam body, and the multiple short sand bags of the first laminations and the long sand bags of the second laminations are stacked in a crossed mode, so that the overall stability of a soil body in the cofferdam is improved; the lateral soil pressure of the internal soil body on the steel sheet piles is reduced, the overall stability is improved, and deformation of the steel sheet pile cofferdam is avoided.

This invention relates to the field of drainage ditches and discloses an installation method for a support-free prefabricated side ditch, comprising the following steps: Step 1, inserting two self-advancing templates into the soil; Step 2, excavating between the two self-advancing templates; Step 3, pouring the side panels; Step 4, removing the self-advancing templates, which can be reused. This method eliminates the need for foundation pit support and on-site pouring of the base slab, requiring only the pouring of the side panels. While ensuring resistance to lateral earth pressure, it achieves smooth drainage, reliable quality, reduced investment, less land occupation, and meets the requirements of industrialized construction.

The invention relates to the field of tunnel engineering, in particular to a method and system for calculating lateral soil pressure close to a foundation pit under the action of tunnel ring outer grouting. The method comprises the following steps: acquiring a stress-strain relational expression of concentrated force on the surface of a grouting body outside a tunnel ring and a soil body; according to the concentrated force, the lateral additional stress of the support pile under the grouting effect is obtained; based on the stress-strain relational expression, the active earth pressure of the support pile is obtained; and through the lateral additional stress and the active soil pressure, the lateral soil pressure close to the foundation pit under the effect of tunnel ring outer grouting is obtained. According to the method, the influence of the grouting body on the displacement of the support pile and the soil pressure is comprehensively analyzed, accurate calculation of the lateral soil pressure close to the foundation pit under the effect of tunnel ring outside grouting is achieved, and an important theoretical basis is provided for tunnel engineering design and construction.

The utility model discloses a foundation pit support inner support advanced segmented dismantling support structure which comprises a pile, a bearing platform arranged on the pile, a wall-attached column arranged on the bearing platform and an inclined column connected to the wall-attached column, and the end, away from the wall-attached column, of the inclined column is connected with the bearing platform on the side, away from an outer wall, of the wall-attached column. The batter post comprises a steel reinforcement framework and outer concrete, one end of the steel reinforcement framework extends into the bearing platform, and the other end of the steel reinforcement framework extends into the wall-attached post. According to the construction method, the mode that the diagonal bracings are additionally arranged in the basement for supporting is innovatively used, the diagonal bracings are poured together with the main body structure, after the strength meets the requirement, the inner support can be disassembled in a segmented mode, and under the working conditions that a complete and overall closed structure is not formed in the basement structure and conventional support replacement cannot be conducted, the inner support can be disassembled; the inclined struts are additionally arranged to offset lateral soil pressure transmitted to the outer wall by the soil body, so that the inner supports can be demounted in sections under the working conditions, the phenomenon of idling of workers during construction section line production is avoided, the construction progress can be accelerated, meanwhile, the frame body investment can be reduced, and the lease cost can be reduced.

The invention discloses a construction method of an assembled shed tunnel structure. A conventional slope collapse prevention open cut tunnel structure of a railway does not bear lateral soil pressure on the slope side theoretically and is not suitable for sections with serious bias pressure. The method comprises the following steps: constructing a hole-digging anchoring pile and a hole-digging filling pile; formwork-erecting cast-in-place bearing platform beams and formwork-erecting cast-in-place concrete walls; hoisting breast boards in a layered manner, synchronously placing sand and pebble inverted filter layers in a layered manner, synchronously compacting and backfilling soil and stones in a layered manner, and casting top beams in situ; installing a top plate in the skylight time of railway operation; soil and stones are compacted and backfilled to the top surface of the top beam layer by layer; an EVA waterproof plate is laid; a concrete water-resisting layer is cast in place; filling, layered rolling and backfilling of soil and stones; and in combination with terrain and hydrological conditions, a drainage ditch is excavated and arranged on the top surface of the backfilled soil stone. The method solves the problem that the conventional open cut tunnel construction seriously affects the operation of the existing railway, and also solves the problem that the conventional open cut tunnel cannot bear a larger load on the side close to the mountain.

The present invention discloses a method for calculating the surrounding rock pressure of tunnels in exposed karst areas, comprising the following steps: 1. determining whether the cave and the tunnel intersect; if the cave and the tunnel intersect, the area is exposed karst; 2. determining the parameters of the cave filling material; 3. calculating the basic surrounding rock pressure; 4. calculating the earth pressure borne by the tunnel lining: because the cave and the tunnel intersect, the earth pressure borne by the tunnel lining is equal to the earth pressure in the cave; the earth pressure in the cave includes vertical earth pressure in the cave and lateral earth pressure in the cave; the vertical earth pressure in the cave is related to the tunnel's burial depth; and 5. calculating the surrounding rock pressure of the tunnel. The present invention can achieve uniform calculation of the surrounding rock pressure of tunnels in exposed karst areas, ensuring balanced stress on the lining structure.

The utility model relates to the technical field of steel pipe pile supporting structures, in particular to a steel pipe pile supporting structure suitable for a sandy gravel stratum subway foundation pit, which comprises a foundation pit and a plurality of guide holes mechanically formed in the sandy gravel stratum of the foundation pit, steel pipes are driven into the guide holes, top beams are fixedly arranged at the tops of the steel pipes, one ends of the steel pipes are anchored into the top beams, and the other ends of the steel pipes are anchored into the foundation pit. Steel supports are fixedly arranged at the tops of the steel pipes, the steel supports are located between the top beams, and a proposed subway channel structure is formed in the bottoms of the steel supports. By arranging the steel pipe concrete combined piles, the rigidity and bearing capacity of the steel pipes are remarkably improved, lateral soil pressure and water pressure can be better resisted, and foundation pit deformation is effectively controlled; the cast-in-place reinforced concrete top beam is arranged at the tops of the steel pipes, the row of steel pipe piles are connected into a whole, the integrity and stability of the supporting structure are enhanced, the supporting structure can better adapt to stratum changes, and the risk of supporting failure caused by uneven stratums is reduced.

The application relates to the technical field of cable protection pipe detection, in particular to a compression strength detection device for a cable protection pipe, which comprises a portal frame, a vertical sliding platform slidingly arranged in the portal frame, a cable protection pipe arranged below the vertical sliding platform, an upper pressure intelligent sensor arranged above the cable protection pipe, a supporting driving assembly arranged below the cable protection pipe, two groups of air pressure connecting assemblies symmetrically arranged outside the cable protection pipe, and two groups of lateral pressure detection assemblies symmetrically arranged outside the cable protection pipe. Through the cooperation of the supporting driving assembly, the air pressure connecting assemblies and the lateral pressure detection assemblies, the compression strength detection device can synchronously press and detect multiple surfaces of the cable protection pipe, can simulate the combined stress state of the overlying load + lateral earth pressure that the cable protection pipe bears in the real buried environment, and can further improve the accuracy of the cable protection pipe detection result and reduce the detection error.

The present invention discloses a method for calculating the load of reinforced earth retaining walls with a simple concept and easy operation. The reinforced earth retaining wall is composed of earth fill, horizontally arranged ties, and grid panel units. The grid panel units include diagonal ties, vertical ties, and horizontal ties. The calculation method includes the following steps: Step 100, numbering the grid panel units from top to bottom and calculating the lateral earth pressure and ties tension acting on any grid panel unit layer based on the static equilibrium condition of the local soil wedge; Step 200, treating the grid panel unit structure as a primary statically indeterminate structure and calculating the axial force and cross-sectional normal stress of the diagonal ties of any grid panel unit layer; Step 300, calculating the axial force, bending moment, shear force, and cross-sectional normal stress of the vertical ties of any grid panel unit layer based on the static equilibrium condition; Step 400, calculating the axial force, bending moment, shear force, and cross-sectional normal stress of the horizontal ties of any grid panel unit layer based on the static equilibrium condition.

The utility model relates to the technical field of material mechanics, and discloses a vertical anti-seepage HDP connecting lock catch which comprises an outer-layer buckle, an inner-layer buckle, an outer supporting strip, an inner supporting strip, a sliding assembly, a clamping assembly and a supporting assembly. The outer-layer buckle is fixedly connected to the outer supporting strip, and the inner-layer buckle is fixedly connected to the inner supporting strip; the clamping assembly is arranged at the end of the outer-layer buckle, and the supporting assemblies are arranged on the two sides of the outer-layer buckle. Through the design of the clamping assembly, that is, the outer layer buckle and the inner layer buckle are in sliding clamping connection through the clamping protruding head and the clamping groove, and the water absorption material is arranged, the tightness and stability of connection are ensured, and the connection integrity between HDPE films is effectively improved; the elastic supporting strips and the supporting pieces can provide reliable supporting when the connecting lock catches bear external force such as water pressure in the vertical direction and lateral soil pressure, the stability of the structure is guaranteed, then the anti-seepage performance of the joint of the HDPE film flexible vertical anti-seepage wall is enhanced, the reliability of the whole vertical anti-seepage wall is improved, and the service life of the whole vertical anti-seepage wall is prolonged.

The application relates to a method for deducing the displacement state of a sheet pile based on lateral earth pressure monitoring values. The method comprises the following steps: grooves are symmetrically arranged at the same interval on the back slope side and the slope side of the sheet pile along the height direction of the sheet pile; the bottom surface of an earth pressure sensor is fixed to the center of the groove, the gap between the grooves is backfilled after the cable of the earth pressure sensor is drawn out; the sheet pile is vertically inserted into the soil body, the cable of the drawn-out earth pressure sensor is connected to a data acquisition instrument, the lateral earth pressure values of the back slope side and the slope side at different heights of the sheet pile are measured at a preset time interval, the lateral earth pressure difference values of the two sides of the sheet pile at different heights are calculated, a lateral earth pressure difference value curve changing with time is drawn, the average value of the time change rate of the lateral earth pressure difference values at different heights in the monitoring period is analyzed, and the displacement state of the sheet pile at different height positions is determined based on the earth pressure state of the soil bodies on the back slope side and the slope side of the sheet pile determined according to the positive and negative of the average value of the time change rate. The method solves the problem of realizing continuous and reliable monitoring.

The utility model discloses a brick-gabion-geogrid combined type reinforced earth retaining wall, and belongs to the technical field of civil engineering. Comprising a steel reinforcement cage, connecting pieces and geogrids, the steel reinforcement cage is cubic and comprises six sets of steel reinforcement meshes, and the six sets of steel reinforcement meshes form the six faces of the steel reinforcement cage; the reinforcing mesh comprises a square frame, a plurality of transverse rods and a plurality of longitudinal rods, the transverse rods are longitudinally distributed in the square frame at equal intervals, and the longitudinal rods are transversely distributed in the square frame at equal intervals; the adjacent reinforcing meshes are connected together through the connecting pieces; the geogrid is laid on the ground, the number of the reinforcement cages is multiple, and the reinforcement cages are installed on the geogrid; according to the brick-gabion-geogrid combined type reinforced earth retaining wall, through reasonable steel bar distribution and in combination with the connecting mode of the spiral connecting pieces, the steel bar cage has high rigidity and stability, lateral earth pressure and other external force can be effectively resisted, and the deformation risk is reduced.

The present invention discloses a common structure of a U-shaped tunnel and an integrated pipe gallery and a deformation control method thereof, including bored cast-in-place piles, a first steel pipe support, a second steel pipe support, a triangular support frame and a round steel hook. The beneficial effects of the present invention are as follows: the U-shaped tunnel side wall and the common structure have small deformation and high stability, and the bidirectional force-bearing support can resist the lateral earth pressure by pre-applying axial force, thereby reducing the displacement of the U-shaped tunnel side wall into the tunnel; and the protection effect of the adjacent old and dangerous buildings is good. The second steel pipe support of the pipe gallery foundation pit is arranged on the top of the pipe gallery structure, and the second steel pipe support is not removed during the pouring of the pipe gallery top plate, thereby avoiding the disadvantage of large horizontal deformation of the foundation pit retaining structure caused by the removal of the steel pipe support in the conventional method; the construction efficiency and construction quality of the integrated pipe gallery structure under the pipe gallery steel pipe support are high; the use of the bidirectional force-bearing support instead of the concrete support quickly improves the support strength, avoids the inconvenience and pollution when the concrete support is removed, and saves materials.

The invention provides a pile foundation side friction coefficient obtaining method combined with a lateral pressure test. The pile foundation side friction coefficient obtaining method comprises the following steps that S1, lateral soil pressure stress calibration based on the lateral pressure test is conducted; s2, pile pulling test and real-time monitoring of lateral soil pressure stress in a calibration position guide hole; s3, analyzing a lateral soil pressure stress continuous function in a calibration position guide hole in the pile pulling test process; s4, the pile foundation side pressure stress is mapped in real time in the pile pulling test process; and S5, solving a side friction coefficient. The pile side pressure stress is indirectly measured, the technical problem that the pile side pressure stress of irregular side wall pile types such as cast-in-place piles cannot be directly and accurately measured in the pile pulling process is successfully solved, and fine testing of the pile side friction coefficient of the pile foundations of the type becomes possible; according to the method, the pile side frictional resistance energy dissipation work is constructed by adopting the double integral of the product of the pile side pressure stress, the frictional resistance coefficient and the action area on the depth and the time for the first time, a pile side pressure stress continuous mapping function is fully utilized, and fine solving of the frictional resistance coefficient is guaranteed.

The present application belongs to the technical field of earth pressure calculation of fill structure, and specifically discloses a data-mechanism dual-driven fill structure earth pressure prediction method and system. The method comprises the following steps: obtaining test earth pressure and test covering soil parameters according to fill structure earth pressure test; inputting the test earth pressure into a three-dimensional earth pressure model of the fill structure top covering soil to obtain test stress width of the fill structure and test lateral earth pressure coefficient of the soil body; constructing a first prediction model between the test stress width and the test covering soil parameters and a second prediction model between the test lateral earth pressure coefficient and the test covering soil parameters; obtaining real-time covering soil parameters and inputting the real-time covering soil parameters into the first prediction model and the second prediction model to obtain predicted stress width and predicted lateral earth pressure coefficient; inputting the predicted stress width and the predicted lateral earth pressure coefficient into the three-dimensional earth pressure model to obtain real-time predicted earth pressure. The present application can enhance the interpretability and accuracy of the prediction results of the prediction model.

This utility model relates to the technical field of anti-collapse support structures, and discloses an anti-collapse support structure for the sides of large deep foundation pits, including side baffles and corner baffles, both with protrusions at both ends and in the middle. Adjacent side baffles are slidably fitted onto a sliding groove via a locking strip, and adjacent corner baffles are slidably fitted onto a sliding groove via a locking strip. The outer side of the side baffles is bolted to a locking frame and a side crossbeam, and the outer side of the corner baffles is bolted to a locking frame and a corner crossbeam. The locking frame and the crossbeam are connected via bolt holes. The side baffles and corner baffles have anchor holes, with rotatable retaining rings threaded into the holes. The retaining rings are connected to anchor seats via bearings, and have handles and ball bearings on their outer sides. This utility model improves construction efficiency and economy through modular sliding connections and a detachable support system, shortens the construction cycle through rapid assembly, reduces costs through reusable components, resists lateral earth pressure through the overall structure, and enhances the reinforcement effect by combining anchor bolts with synergistic support, thus avoiding the risk of collapse.

The invention relates to the technical field of safety monitoring, and discloses a hydraulic tunnel deep shaft underground diaphragm wall lateral soil pressure meter installation construction method, which comprises the following construction steps that 1) a groove is formed in a construction site by a groover, and groove side walls are arranged on two sides of the groove; (2) tank cleaning treatment is carried out; (3) a reinforcement cage is put down, cage side parts are arranged on the two sides, and side part intervals are formed between the cage side parts and the groove side walls; the reinforcement cage is provided with a power pushing structure and a connecting plate thereof, and a lateral soil pressure meter is arranged on the connecting plate; (4) after the reinforcement cage descends to the set depth and is fixed, the power pushing structure pushes the connecting plate until the lateral soil pressure meter abuts against the side wall of the groove; and (5) concrete is poured, the reinforcement cage is wrapped in the concrete, the concrete is solidified to form the underground diaphragm wall, and the lateral soil pressure meter is exposed on the side portion of the underground diaphragm wall, so that even if the soil pressure changes after the concrete is solidified, lateral soil pressure monitoring data can still meet the accuracy requirement.

This invention discloses a steel cylinder vibration sinking simulation test system and its test method, comprising: a steel cylinder model, a vibration sinking test device, a static pressure sinking test device, and a data acquisition system; the vibration sinking test device is used to conduct vibration sinking simulation tests, strain and stress data at various test points on the outer wall of the steel cylinder model are obtained through strain gauges on the outer wall of the steel cylinder model during vibration sinking, earth pressure sensors are used to obtain earth pressure change data at various test points during vibration sinking, earth pressure sensors and pore water pressure sensors are used to monitor the distribution data of lateral earth pressure and pore water pressure during vibration sinking through earth pressure sensors and pore water pressure sensors installed on the outer side of the steel cylinder model, and vibration acceleration signal data at various test points during vibration sinking are collected through acceleration sensors installed on the steel cylinder model; static pressure tests are conducted using the static pressure sinking test device to obtain the maximum pressure that the steel cylinder model can withstand when placed at different depths in the soil layer.

The present invention relates to a simulation device for geotechnical engineering model tests, specifically a simulation device for lateral earth pressure, foundation, and horizontal restraint of the wall toe in model tests of geotechnical structures. It includes a foundation simulation component at the bottom of the model, a lateral earth pressure simulation component, a horizontal restraint simulation component for the wall toe, and a data acquisition component. The foundation simulation component is used to simulate the compressibility and vertical compression deformation of the foundation; the lateral earth pressure simulation component is used to simulate the horizontal earth pressure distribution behind the reinforced soil abutment; the horizontal restraint simulation component for the wall toe is used to simulate the horizontal restraint at the bottom of the abutment wall panel; and the data acquisition component is used to collect test data. The present invention has the characteristics of convenient operation, simple structure, and precise control.

The application discloses a building foundation outer wall lateral soil pressure simulation applying device, which comprises a thrust applying device and a geotechnical lateral soil pressure simulation device; wherein the geotechnical lateral soil pressure simulation device is in the shape of a right trapezoid; the inclined surface of the geotechnical lateral soil pressure simulation device is used for abutting against the geotechnical material; the thrust applying device is used for applying a thrust to the right angle surface of the geotechnical lateral soil pressure simulation device, so that the geotechnical lateral soil pressure simulation device is in close contact with the geotechnical material; and the device is helpful to solve the problems that the distribution rule of the lateral pressure applied to the building foundation lateral wall by horizontally moving a flat thrust plate does not conform to the actual situation, the lateral pressure applied to the position with a relatively shallow buried depth is too large, and the lateral pressure applied to the position with a relatively deep buried depth is relatively small.

The application belongs to the technical field of post-pouring strip construction, and particularly discloses a basement side wall post-pouring strip supporting device, which comprises the following components: supporting members, the supporting members are provided in two groups, the two groups of supporting members are respectively supported on the two sides of the post-pouring strip and are used for bearing and transmitting the lateral earth pressure acting on the side wall of the post-pouring strip; embedded members, the embedded members are embedded on the side wall and the bottom plate of the basement on the two sides of the post-pouring strip; self-adapting locking mechanisms, which are arranged between the supporting members and the embedded members and are used for detachably locking the supporting members to the corresponding embedded members; the self-adapting locking mechanisms can enable the supporting members to be adjusted in position along the vertical direction of the side wall of the basement or the horizontal direction of the bottom plate of the basement relative to the embedded members during installation and to be locked after being adjusted in position. The basement side wall post-pouring strip supporting device can not change the original design stress mode of the retaining wall at the post-pouring strip position and can avoid the deformation of the structure at the post-pouring strip position.