21 results about "Cement grout" patented technology

This invention discloses a device and method for reinforcing the top of vibratory compaction stone piles in soft soil. The device includes a positioning device and a grouting pipe. The positioning device consists of two assembleable rings. The inner ring has a hole diameter larger than the vibratory compactor diameter but smaller than the pile diameter, serving as a channel for the vibratory compactor to fall. The outer ring has a diameter larger than the intended pile diameter and can be stably positioned around the pile hole on the ground. Grouting pipe installation holes are symmetrically arranged around the inner ring for installing the grouting pipe. This device can be used in conjunction with conventional construction equipment such as vibratory compactors. After the hole is formed, the positioning device is set on the ground to fix the position and depth of the grouting pipe. Grouting begins after the crushed stone is filled, with the pipe being pulled out while grouting, ensuring that the cement grout is evenly mixed with the crushed stone at the shallow part of the pile top, thus reinforcing the shallow part of the crushed stone pile that is prone to bulging and damage. This reinforcement method can greatly improve the overall strength of the vibratory compaction stone pile, while saving construction costs. The grouting pipe depth can be adjusted according to the project conditions, offering high flexibility.

This invention discloses a pipe roof support structure for reducing surrounding soil displacement, comprising a pipe, rails, and a worm gear. Two or more rails are arranged on the inner wall of the pipe, and each rail is equipped with two or more power switching mechanisms. The first end of the worm gear is fixedly connected to a support plate via a bearing seat, and the second end of the worm gear is fixedly connected to a base via a bearing seat. A fixed support plate is fixedly connected to the middle of the worm gear near the first end via a bearing. An impeller is coaxially fixedly connected between the worm gear and the fixed support plate. The base is slidably connected to the rails, and the support plate and fixed support plate are slidably connected to the rails. This invention provides power through the rotation of the impeller. The cooperation of the power switching mechanism and the guiding and reinforcing mechanism allows cement grout to flow into the soil around the pipe with a relatively small grouting pressure, making the soil around the pipe more stable.

This application relates to the field of dam foundation seepage prevention and reinforcement construction technology, and in particular to a construction process for an ultra-deep dam foundation overburden seepage barrier wall. The process includes using a rotary drilling rig to drill along the axis of the seepage barrier wall, sequentially lowering multiple spliced ​​casings in sections, clearing the soil inside the casings, pouring concrete to form in-situ concrete piles, and before the concrete has initially set, connecting the grouting equipment and air source to the cement grout nozzle and air nozzle respectively, adjusting the casings so that the cluster injection assembly faces the adjacent pre-set piles, lifting and removing the casings in sections, and using the cluster injection assembly to directionally inject grout to form the seepage barrier wall. This application achieves the technical effect of forming a tightly overlapping seepage barrier wall in the ultra-deep dam foundation overburden layer, effectively solving the seepage problem, and being able to cope with obstacles in the strata, ensuring construction quality and effectiveness.

This invention discloses an installation assembly for a fiber optic microseismic sensor for roof surrounding rock, relating to the field of microseismic monitoring technology in coal mines. Addressing the problems of poor coupling effect, easy loosening and detachment, signal attenuation, and low monitoring accuracy of existing fiber optic microseismic sensors, this invention includes a fiber optic microseismic sensor, a locking mechanism, and a grout injector. The sensor is initially fixed to the borehole top wall of the roof surrounding rock with an anchoring agent. The locking mechanism clamps the lower part of the sensor through a fixed sleeve with protrusions. The grout injector is located below the locking mechanism; its internal flow channel can inject cement grout into the upper borehole space, filling all gaps between the sensor, the fixed sleeve, and the borehole wall, achieving tight and effective coupling between the sensor and the surrounding rock. This invention can significantly improve the microseismic signal transmission efficiency and monitoring accuracy, prevent the sensor from loosening and detaching due to surrounding rock deformation and mining activities, meet the needs of long-term stable monitoring underground, and ensure the safety of coal mining.

This invention relates to the field of cement mixing pile construction technology, specifically to a mechanized integrated design for cement mixing piles in silty soft soil. The design includes a mobile box with a control console fixedly connected to its top. A mixing mechanism is mounted on top of the control console. This mixing mechanism comprises a robotic arm, a fixed frame, and a protective cover. Positioning is achieved through the mixing mechanism, a mast, and the robotic arm. After positioning, the robotic arm's telescopic rod pushes the fixed frame downwards, inserting the protective cover into the ground. Once inserted, a motor rotates, driving the mixing blades to rotate and mix the cement. During the sinking and mixing process, the soil stress gradient can be monitored in real time. By dynamically adjusting the grout injection pressure and flow rate, insufficient grout injection pressure and range are avoided, thus ensuring the construction quality of the cement mixing pile. To ensure the permeability of the cement grout, the injection pressure and drill bit speed work synergistically during the sinking and mixing process, with high-pressure injection combined with low-speed mixing.

This invention provides a method for microbial soil nailing slope reinforcement based on microbial-induced calcium carbonate precipitation, belonging to the field of geotechnical engineering technology. The invention involves drilling holes in the slope surface and filling these holes with calcareous sand. A slurry containing urease-producing bacteria is injected into the calcareous sand-filled holes, and the mixture is allowed to stand. Then, a cementing liquid is injected to induce microbial calcium carbonate precipitation, resulting in a microbial soil nailed slope reinforcement. This invention creatively combines MICP technology with soil nail structure, using MICP technology to replace traditional cement grouting. This generates calcium carbonate crystals that cement the calcareous sand and surrounding soil, reducing the swelling and shrinkage of expansive soil under rainwater conditions. It inhibits slope surface collapse under alternating wet and dry conditions and reduces the possibility of shallow landslides during these processes. Simultaneously, it improves the shear strength and pull-out resistance of the nail-soil interface, reducing environmental pollution.

This invention discloses an inflatable model for a goaf roadway and a roadway construction method. The inflatable model includes: an airbag with an arched roadway shape; grouting pipes, including a main pipe and several branch pipes, with the main pipe positioned along the circumference of the arch of the airbag; several branch pipes arranged sequentially along the axial direction of the main pipe, located at the arch top of the airbag, and detachably connected to the main pipe; the branch pipes are rigid pipes, with several staggered grouting holes on their sidewalls, and plugged with plug rods; several groups of grouting pipes are arranged sequentially along the axial direction of the airbag. The roadway construction method includes the following steps: placing the inflatable model in the goaf and inflating it; pouring mortar to cover the inflatable model; injecting cement grout into the grouting pipes to push open the plug rods, with the cement grout flowing through the grouting holes into the mortar voids; and removing the airbag. This invention has the advantages of rapid construction and stable roadway formation.

This utility model relates to the field of pipeline maintenance technology and discloses a patch repair structure for trenchless pipeline local repair. It includes a pipe body and an elastic airbag fixed to the outside of the pipe body. A connecting pipe is provided inside the elastic airbag, and an internal thread is provided at the lower part of the connecting pipe. An end cap is provided at the end of the connecting pipe, and a second external thread is provided on the surface of the end cap to cooperate with the internal thread. This utility model involves placing this structure at the damaged area of ​​the pipeline, opening the end cap, and inflating the elastic airbag through the connecting pipe to make the airbag bulge and fit tightly against the inner wall of the pipeline, thus fixing the structure. Then, by opening the threaded cap and using a connecting cylinder, cement grout is injected into the gap between the pipe body and the inner wall of the pipeline, thereby completing the local repair of the pipeline. This method is lower in cost and suitable for use in pipelines with small-scale damage.

This invention discloses a self-triggered segmented grouting anchoring device and construction method, belonging to the field of roadway floor support technology. The device includes a support unit, a grouting unit, and a triggering unit. The support unit includes an inner tube and an outer tube coaxially nested together. The inner tube is hollow, forming a cement grout channel, and the annular gap between the inner and outer tubes forms a resin grout channel. The grouting unit includes a grouting pump, the outlet of which is connected to the cement grout channel via a cement grout injection pipe and to the resin grout channel via a resin grout injection pipe. The triggering unit is located in the resin grout channel and includes an annular block for sealing the resin grout channel. A through hole is provided on the annular block, and a self-triggered opening valve is provided at the through hole. This invention enables "rigid-to-flexible" sequential grouting, allowing the support rod to automatically initiate secondary grouting reinforcement when the surrounding rock stress reaches a preset threshold, achieving a match between support performance and the mechanical requirements of the surrounding rock.

This invention discloses a novel double-layer pipe roof reinforcement device and its implementation method. The pipe roof consists of two layers arranged in a staggered pattern. A movable sleeve is installed inside the pipe roof, and several steel nails that can pass through the pipe roof are fixed on the sleeve and inserted into the soil under grouting pressure. This effectively expands the reinforcement range of the pipe roof, enhances the self-bearing capacity of the surrounding rock, and achieves a significant reinforcement effect. Furthermore, this invention also discloses an implementation method for using this double-layer pipe roof reinforcement device, including: Step 1: Construction preparation; Step 2: Measurement and layout; Step 3: Installing measuring water pipes or sensors and installing impact drilling tools on the pipe roof steel pipes; Step 4: Installing the first section of steel pipe and starting the drilling rig; Step 5: After advancing 0.5m, verifying the construction parameters and adjusting them before continuing drilling; Step 6: Verifying the pipe roof construction parameters and checking the borehole formation; Step 7: Installing grouting pipes at the ends and filling the pipe roof steel pipes with cement grout; Step 8: Sealing the borehole.

This utility model relates to the technical field of tunnel construction equipment, specifically to a diffused pipeline system, grouting system, and tunnel for grouting the tunnel arch. The diffused pipeline system includes a main pipeline and several branch pipelines. The main pipeline is buried in the arch area of ​​the secondary lining of the tunnel and extends along the tunnel axis. Several branch pipelines are arranged on both sides of the main pipeline and extend circumferentially to the edge of the arch of the secondary lining. Several overflow holes are opened on the sidewalls of the main pipeline and the branch pipelines, and the overflow holes are sealed with rubber plugs that can detach from the overflow holes under the pressure of the pipeline. The diffused pipeline system of this utility model covers the entire arch area. For any voids appearing at any location in the arch, cement grout can be injected into the correct location through the main pipeline and each branch pipeline. The multiple overflow holes on the main pipeline and each branch pipeline also ensure sufficient grouting range and grouting effect.

This invention discloses a method for unidirectional sealing of karst cavities in underground reservoirs using chemical grouting. The method includes steps such as engineering layout and drilling, chemical grouting, and cement grouting. Two parallel rows of grouting holes are set up, one for cement grouting and one for chemical grouting. Drilling is performed according to requirements, with chemical grouting carried out first. Cement grouting can only proceed after the chemical grouting curtain is completed and inspected. Simultaneously, conventional cement grout and unconventional chemical grout are used in combination, leveraging the advantages of both. Cement grouting is used to seal the curtain line and downstream karst cavities along the curtain axis to obtain a higher-strength anti-seepage curtain, achieving the goal of unidirectional sealing of underground karst cavities. This invention has the advantages of ensuring unobstructed upstream water flow, high overall strength of the curtain, and good anti-seepage effect.

This invention relates to the field of pile foundation construction technology and discloses a construction method for improving the bearing capacity and durability of mixed-pile foundations in hard strata. The method includes driving a first set of drill rods to drive a soil-breaking drill bit into the strata while simultaneously injecting fluid for cooling. After reaching the target elevation, the drill is lifted upwards, and cement grout, curing agent grout, or water is injected into the hole during the lifting stage. A second set of drill rods is then used to drive a multi-directional mixing drill bit downwards while simultaneously injecting grout, performing multi-dimensional cross-shearing and mixing of the in-situ fractured rock and soil with the grout. The multi-directional mixing drill bit is controlled to rotate in the opposite direction and lifted out of the hole; grouting can be performed or stopped during the lifting stage. Before the mixed medium in the hole initially sets, the precast pile is implanted to the target elevation. This invention employs an in-situ soil-breaking process without slag removal combined with an alternating blade reverse mixing technology using inner and outer pipes. This overcomes the excessive cutting resistance in hard strata and the phenomenon of mud clumps trapping at the bottom of the hole, achieving uniform forced mixing of the medium in the hole, reducing the pile penetration resistance, and improving the overall bearing capacity of the composite pile.

In columnar ground improvement methods, unexpected influences such as groundwater during and immediately after cement grout injection and mixing often lead to "deformation of the columnar ground improvement body." Current construction management systems make it difficult to grasp the influence of groundwater during construction. This poses a quality control challenge for columnar ground improvement methods. [Solution] By managing and monitoring the solidification status of the columnar ground improvement body at the tip of the drilling rod after cement milk injection and mixing using pH values, the quality control issues of the columnar ground improvement method can be resolved.

This invention discloses a high-strength anti-seepage tunnel structure and its construction method, relating to the field of tunnel construction technology. It includes a surrounding rock reinforcement layer, a flexible anti-seepage layer, a rigid support layer, and an internal buffer layer. The surrounding rock reinforcement layer consists of grouting anchors and modified cement grout. The flexible anti-seepage layer includes a sealant layer and a waterproof layer, with the sealant layer laid outside the surrounding rock reinforcement layer and the waterproof layer laid outside the sealant layer. The rigid support layer is an anti-seepage reinforced concrete lining with a double-layer steel mesh inside. The internal buffer layer is lightweight high-strength foamed concrete, with a polyethylene isolation membrane laid between it and the rigid support layer. The method describes the specific construction steps and process of this structure. This application, through a dual-coordinated support design of the surrounding rock reinforcement layer and the rigid support layer, overcomes the limitations of traditional support systems with disjointed stress, effectively resists the concentrated stress damage caused by deep mining, and solves the technical problem of local overload failure in existing structures.

When joining a beam member to a precast concrete column member from the side, grout can be easily filled into the joint space between the column member and the beam member. [Solution] The method for constructing a column-beam frame includes a column member installation step of installing a column member 2, a beam member installation step of moving a beam member 5 laterally and positioning it opposite the tip surface 25f of a protruding portion 25 formed protruding from the side surface of the column member 2 and the end surface 5f of the beam member 5 to form a joint space ZS, and a grout filling step of setting up a joint formwork 90 to close the bottom and sides of the joint space ZS and filling the joint space ZS with grout. In the beam member installation step, the position of the beam member 5 is determined such that when the end surface 5f of the beam member 5 is facing the tip surface 25f of the protruding portion 25, the bottom surface and side surface of the protruding portion 25 and the beam member 5 respectively extend within the same plane.

When joining a beam member to a precast concrete column member from the side, grout can be easily filled into the joint space between the column member and the beam member. [Solution] The method for constructing a column-beam frame includes a column member installation step of installing a column member 2, a beam member installation step of moving a beam member 5 laterally and positioning it opposite the tip surface 25f of a protruding portion 25 formed protruding from the side surface of the column member 2 and the end surface 5f of the beam member 5 to form a joint space ZS, and a grout filling step of setting up a joint formwork 90 to close the bottom and sides of the joint space ZS and filling the joint space ZS with grout. In the beam member installation step, the position of the beam member 5 is determined such that when the end surface 5f of the beam member 5 is facing the tip surface 25f of the protruding portion 25, the bottom surface and side surface of the protruding portion 25 and the beam member 5 respectively extend within the same plane.

This invention relates to the field of foundation pit support, specifically to a construction method for underwater anchor cables in water-rich sand layers, comprising the following steps: pre-embedding a sleeve at a predetermined position in the reinforcement cage of a diaphragm wall and completing the concrete pouring of the diaphragm wall; excavating the foundation pit to the position of the sleeve, installing a guide pipe, coaxially connecting one end of the guide pipe to the sleeve, and ensuring the other end of the guide pipe is above the groundwater level; inserting a drill bit into the guide pipe and sleeve to drill and form a duct, the drill bit being connected to a steel strand and a drill rod, and injecting mud into the duct through the drill rod during drilling; after drilling to the designed depth, separating the drill rod from the drill bit, injecting cement grout into the duct, moving the drill rod outward until it exits the guide pipe, removing the guide pipe, and after the cement grout in the duct reaches a predetermined strength, applying tension to the steel strand to lock the anchor cable. This invention can reduce the occurrence of water and sand inrush during the construction of underwater anchor cables in water-rich sand layers, thereby reducing the possibility of settlement around the foundation pit.

This invention discloses a method for coring ultra-deep cutoff walls. First, a mud pump is activated to deliver special plant-based adhesive mud. A large-diameter double-tube drill bit equipped with a diamond drill bit is used to drill and extract the core at low pressure and slow rotation. After drilling to the predetermined depth, the mud pump is shut off, and a cable winch is used to lift the drill bit. A continuous steel borehole pipe of equal diameter is installed at the bottom. The drill bit is then replaced with a small-diameter double-tube drill bit equipped with a diamond drill bit, and the mud pump is activated again. A segmented drilling and coring cycle process is employed. During drilling and coring, borehole inclination is monitored based on a preset inclination measurement frequency. If deviation occurs, a new drill bit and an extended drill bit are used to repeatedly sweep the borehole at low pressure and slow rotation, inject cement grout, or use a deviation correction device for dynamic correction. By optimizing the drill bit combination and coring parameters, the core recovery rate is ensured to be no less than the preset value. This invention effectively solves the technical problems of easy deviation, low drilling efficiency, low core recovery rate, and poor integrity in ultra-deep cutoff wall drilling, providing reliable technical support for the quality assessment of ultra-deep cutoff walls.

This invention relates to the field of tunnel construction technology, and particularly to a method and structure for anchoring a support structure in the construction of a soil tunnel. The anchoring method includes the following steps: S1. Inserting an outer sleeve into the lower part of the support structure, the outer sleeve passing through the support structure and partially extending into the surrounding rock; fixing the outer sleeve and the support structure; S2. Injecting grout into the cavity of the outer sleeve, the grout solidifies to form a solidified grout; S3. Drilling a hole into the solidified grout from the end of the outer sleeve, the hole partially extending into the surrounding rock, inserting a steel perforated pipe into the hole, the steel perforated pipe protruding from the end of the solidified grout away from the support structure, and the sidewall of the protruding part having several perforated holes; fixing the steel perforated pipe and the outer sleeve; S4. Injecting cement grout into the cavity of the steel perforated pipe. This invention not only reduces grout backflow through the low permeability of the solidified grout, but also prevents backflowing grout from flowing into the space between the support structure and the surrounding rock, thereby avoiding excessive pressure on the support structure caused by backflowing grout, which could lead to deformation or damage to the support structure.

This utility model discloses a rotary jet grouting anchor cable construction drill bit, including a drill bit body, with a drill rod connected to the upper end of the drill bit body. The drill bit body has a cavity for filling with high-pressure water, air, or cement grout. It also includes a ball bearing limiting device, which rotates with the drill bit body. An anchor cable disc is fitted onto the drill bit body and limited by the ball bearing limiting device. A wear-resistant protrusion is also included; the lower end of the drill bit body forms a spherical transition mounting surface with an embedding groove on this mounting surface, into which the wear-resistant protrusion is embedded, with a portion of the wear-resistant protrusion exposed outside the embedding groove. A high-pressure nozzle is also included; a stepped groove is machined on the surface of the drill bit body between the mounting surface and the ball bearing limiting device, and a mounting hole communicating with the cavity is machined at the bottom of the stepped groove. This product integrates drilling, reaming, simultaneous lowering of the anchor cable disc, and rotary jet grouting into one unit.