4355 results about "Grout" patented technology

The invention relates to the technical field of reservoir bedrock anti-seepage grouting, and discloses a reservoir bedrock anti-seepage grouting method which comprises the following steps: acquiring fracture data through geological exploration, and constructing a reservoir bedrock fracture distribution model; simulating a flow path and permeability characteristics of the slurry in the fracture based on the fracture model; the grouting pressure and flow are determined through an optimization algorithm, and a grouting scheme is formulated; screening grouting materials according to fracture characteristics, and analyzing stress-strain and permeability of the grouting materials; a construction process is formulated, the grouting state is monitored in real time, and parameters are dynamically adjusted; and after grouting, carrying out permeation and pressure test to evaluate whether the curing effect reaches the standard or not. Based on the three-dimensional fracture structure modeling and flow field simulation technology, high-precision recognition and dynamic evolution tracking of the fracture permeation path in the complex rock mass of the reservoir bank are achieved, so that grouting hole layout is more accurate, the slurry flow direction is more controllable, and the method is different from a point-selecting grouting mode of a traditional empirical method.

The invention relates to a high-performance solid-waste-based offshore wind power grouting material and a preparation method thereof, and a solid-waste-based cementing material is a hydraulic cementing material prepared by processing and grinding one or more solid wastes such as water-quenched blast furnace slag, steel slag, desulfurized gypsum, fly ash, red mud, tailings, carbide slag and phosphogypsum as raw materials according to a certain proportion. The solid waste-based cementing material is adopted to replace 525 Portland cement, the prepared grouting material product is excellent in performance, the carbon emission of the grouting material product is remarkably reduced, the cost is also reduced, resource utilization of industrial solid waste is facilitated, meanwhile, the performance of the grouting material is obviously improved, and the grouting material is suitable for popularization and application. The advantages of ultrahigh strength, elasticity modulus, high flowability, low shrinkage and high durability are realized.

The invention discloses a scouring pile foundation reinforcement method based on an MICP curing technology, which comprises the following steps: acquiring initial environment information such as scouring pit parameters, water flow parameters, tide period and seawater salinity of a delimited area around a pile, and determining grouting parameters such as a grouting window period and a safe flow velocity threshold value and a matching numerical value of a bacterial liquid concentration, a urea concentration and a calcium ion concentration; a grouting assembly composed of a first grouting pipe and a second grouting pipe which are spliced up and down is arranged, and grouting holes are formed in the side wall of the second grouting pipe which is pre-buried in a soil layer; after MICP slurry is prepared according to blending parameters, the slurry is injected into a soil layer in combination with grouting parameters, and meanwhile, the grouting process is dynamically adjusted by monitoring the resistivity of a soil body in real time; and after grouting is completed, the assembly is dismantled, and supplementary grouting is conducted on the local area according to the detection result. According to the method, the accuracy and reliability of pile foundation reinforcement are achieved through environmental parameter adaptation, grout dynamic regulation and control and layered detection and reinjection.

The invention provides a tunnel surrounding rock grouting control method and system, and relates to the technical field of tunnel engineering.The tunnel surrounding rock grouting control method comprises the steps that grouting parameters are obtained, and the grouting parameters comprise grouting pressure and slurry viscosity; performing multi-dimensional real-time monitoring on the surrounding rock fracture, and constructing a dynamic three-dimensional geologic model through the multi-dimensional real-time monitored data; performing grout diffusion path prediction based on the three-dimensional geologic model, and generating an initial grouting scheme through the predicted grout diffusion path; the fractal dimension is optimized according to a genetic algorithm, the grouting parameters are dynamically corrected through the optimized fractal dimension, and a grout diffusion result is obtained; establishing a multi-field coupling equation based on the slurry diffusion result, and optimizing the initial grouting scheme through the multi-field coupling equation to obtain an optimal grouting scheme; and according to the optimal grouting scheme, power pressure compensation is conducted, and grouting control is conducted. The problem that slurry diffusion is difficult to accurately control is solved.

The invention belongs to the technical field of grouting compactness detection, and particularly discloses and provides an intelligent detection system and method for the grouting compactness of a bridge prestressed pipeline, and the system comprises a signal acquisition and analysis module, a defect boundary calibration module, a defect recognition and analysis module and a compactness judgment and processing module. The method specifically comprises the steps that acoustic emission and fluctuation response signals are collected in real time through a sensor array arranged on the outer wall of a pipeline, and three-dimensional slurry density distribution is recognized; constructing an inner wall three-dimensional model in combination with a pipeline design drawing, dynamically setting a slurry density threshold value according to a grouting material formula and an environment temperature, and further calibrating a slurry defect boundary; extracting multi-dimensional features such as spatial positions, effective volumes, geometric regularity and types of the defects on the basis of boundaries, and calculating grouting compactness; and finally, according to whether the compactness reaches the standard or not, a grout supplementing early warning instruction or a detection report is automatically generated. According to the method, the reliability of defect identification and compactness calculation under complex working conditions is remarkably improved.

The invention relates to the technical field of geotechnical engineering construction, in particular to a valley accumulation body curtain grouting construction control method based on SVM and PID, which comprises the following steps: obtaining construction data including stratum permeability coefficient, grouting pressure, slurry consistency, grouting flow and slurry diffusion range; constructing a three-dimensional geologic model of the canyon accumulation body, associating the parameters with corresponding positions in the model, generating a construction feature vector with geological attributes, inputting the construction feature vector into a pre-trained SVM model so as to predict a geological response trend, correcting control parameters of a PID control model according to the geological response trend, and then dynamically regulating and controlling operation parameters of grouting equipment, so as to achieve the purpose of predicting the geological response trend. PID control parameters and grouting key parameters are continuously optimized. Therefore, the problems that in the prior art, self-adaptive control over complex and changeable geological conditions is difficult to achieve, grouting parameter setting is not accurate, and construction quality is not stable are solved.

The invention discloses a high-toughness impervious polymer modified cement-based grouting material and a preparation method thereof, and belongs to the technical field of building repair materials. The component A is prepared from a cementing material, an admixture, a fine aggregate, a composite expanding agent, a polymer for concrete modification, fibers, an early strength agent, a water reducing agent, a composite retarder, a defoaming agent, an air entraining agent, a nano material and a functional component. The system solves the technical contradiction of toughness-strength-impermeability in the polymer modified cement-based material, and the material has excellent comprehensive performance: the initial fluidity is greater than or equal to 330 mm, the 28d compressive strength is greater than or equal to 82 MPa, the breaking strength is greater than or equal to 16.8 MPa, the bending-compression ratio is greater than or equal to 0.19, the impermeability pressure value is greater than or equal to 2.6 MPa, and the material is suitable for the fields of prefabricated buildings, tunnel engineering and the like.

The invention discloses a grouting parameter intelligent feedback method based on rock mass groutability evaluation, which comprises the following steps: collecting geological condition data, rock mass quality data, field test data and grouting process data, and constructing a rock mass groutability grading data set; an SMOTE algorithm is adopted to process data imbalance, input indexes are screened through Pearson correlation analysis, and data are normalized through deviation standardization; an XGBoost classification model is constructed, hyper-parameters are optimized through grid search, the model is trained through K-fold cross validation, and the rock mass groutability grade is evaluated; constructing an XGBoost regression model by taking a rock mass groutability grade, grouting construction data and monitoring data as input, and predicting the maximum value and the minimum value of grouting pressure and slurry density by using an optimal model; and generating a grouting parameter interval according to the predicted maximum value and minimum value, and dynamically feeding back to the grouting equipment to regulate and control parameters. According to the method, scientificity and accuracy of rock mass groutability evaluation and grouting parameter regulation and control can be effectively improved.

The invention discloses an underground gas storage prestress lining structure and a construction method, and relates to the technical field of underground gas storage, the underground gas storage prestress lining structure comprises a lining layer formed by concrete pouring and internally provided with prestress steel bars; the sealing layer is arranged on the inner side of the lining layer and defines a gas storage chamber; the sliding layer is arranged between the lining layer and the sealing layer. The arrangement of the prestressed reinforcements can counteract part of internal pressure of the gas storage, so that the problem of concrete cracking is relieved. The lining layer is divided into the first lining layer and the second lining layer, the tensioning notch is reserved in the bottom of the first lining layer and provides sufficient tensioning space for the prestressed steel bars, the tensioning effect of the prestressed steel bars is ensured, the second lining layer is formed in the tensioning notch in a pouring mode after the prestressed steel bars are tensioned, and the integrity of the lining layer is ensured. After the sealing layer is constructed, grouting is conducted on the gap between the lining layer and the sliding layer, it is guaranteed that grouting is compact and complete, stress concentration is reduced, and the problem of concrete cracking is further relieved.

A waterfront soft soil area landscape pier precast pile comprises a concrete precast pile, the concrete precast pile comprises a pile top, a pile body and a pile tip, a steel reinforcement framework is arranged in the concrete precast pile, a drainage system and a grouting reinforcement system are arranged in the concrete precast pile, and the waterfront soft soil area landscape pier precast pile comprises a grouting pipe which longitudinally penetrates through the pile body from the pile top to the position above the pile tip. The top end of the grouting pipe extends out of the surface of the pile top to facilitate later grouting, the surface of the grouting pipe is connected with a grouting pipe branch pipe, the grouting pipe branch pipe extends out of the surface of the pile body in the radial direction, an included angle of 10-20 degrees is downwards formed between the grouting pipe branch pipe and the surface of the grouting pipe, and grout is sprayed along the inclined angle to form a mushroom-shaped reinforcing area to completely wrap the lower middle portion of the pile body. And the reinforcing area and the pile body form an integral collaborative stress body, so that the pile end resistance is further improved, and meanwhile, continuous consolidation settlement caused by excess pore water pressure is inhibited.

Disclosed in the present invention are a prefabricated composite floor slab and steel bar truss floor deck directly utilizing old slabs, and a method. The prefabricated composite floor slab comprises new concrete, old concrete slabs, a slab bottom reinforcing mesh, a slab surface reinforcing mesh, steel bar trusses, steel dowel bars, and post-cast concrete. The steel bar truss floor deck comprises new concrete, old concrete slabs, a steel base plate, a slab surface reinforcing mesh, steel bar trusses, steel dowel bars, and support steel bars. According to the present invention, the old concrete slabs are directly utilized instead of being crushed into recycled blocks or recycled aggregates for reuse, thereby greatly simplifying processing procedures, significantly increasing the recycling rate of old concrete, and significantly reducing the usage amounts of new concrete and corresponding cement, thus achieving a significant carbon emission reduction effect; through holes are vertically drilled in the old concrete slabs, the steel dowel bars are inserted into the through holes, gaps between the steel dowel bars and the through holes are then filled with a high-strength grouting material, and shear resistance members are arranged on the side edges of the old concrete slats to enhance the shear resistance at the interface between the new concrete and the old concrete.

The invention relates to the technical field of geotechnical engineering, and discloses a composite grouting system for wind power plant foundation reinforcement, which comprises a vehicle body, the bottom of the vehicle body is rotatably connected with a long shaft, the two ends of the long shaft are fixedly connected with rollers, the top of the vehicle body is fixedly connected with a storage tank, one side of the outer wall of the vehicle body is fixedly connected with a motor, and the motor is fixedly connected with the storage tank. The output end of the motor is fixedly connected with a spiral electronic scale, the input end of the spiral electronic scale communicates with the output end of the storage tank, the output end of the spiral electronic scale communicates with a grouting pump, the output end of the grouting pump communicates with the outside, and a grouting system is installed in the vehicle body. The grouting pressure and the grouting flow are controlled through the grouting pumping module, so that stratum gaps are fully filled with grout, the compactness and the bearing capacity of a foundation are improved, the stability of the grouting flow is guaranteed, the problems that the grout blocks a pipeline or the pressure fluctuation is too large are solved, and the continuity and the safety of grouting construction are guaranteed.

The invention provides a grouting geology grading and construction parameter setting method based on rock mass permeability, and relates to the technical field of foundation engineering grouting construction.The method comprises the steps that the water permeability rate, fracture parameters (the number of independent unfilled fractures, the opening degree and the filling condition), ground stress and grout rheology data of a target hole section are obtained; calculating a grouted stratum grouting index (SGI) through the water permeability rate, the fracture number, the maximum equivalent fracture opening degree and the correction coefficient; the rock splitting strength is estimated in combination with the drilling condition; whether grouting is conducted or not is judged based on the SGI value, and the grouting starting water cement ratio, the grout changing strategy, the initial pressure and the pressure increasing strategy are dynamically adjusted; the grouting pressure is designed according to the stratum splitting strength, and the grouting termination condition is set in combination with the real-time flow-pressure data. Grouting parameters are optimized through quantitative grading and real-time data, experience dependence is reduced, the construction precision and efficiency are improved, the stratum adaptability is enhanced, and the engineering quality and the material utilization rate are ensured.

The invention relates to the technical field of tunnel engineering building materials, in particular to a double-slurry synchronous grouting material based on shield silty-fine sand and a preparation method of the double-slurry synchronous grouting material based on shield silty-fine sand. The liquid A is prepared from, by weight, 20%-30% of cement, 30%-50% of shield silty-fine sand, 5%-10% of bentonite, 5%-15% of mineral admixture, 0.1%-0.5% of stabilizer and 20%-30% of water, and the stabilizer is a water-soluble high-molecular polymer; the solution B is a water glass solution, and the volume ratio of the solution A to the solution B is (10-15): 1; the double-slurry synchronous grouting material further comprises a retarder and a coagulant, the retarder is citric acid, and the coagulant is a nano Ca (OH) 2 crystal nucleus. Bidirectional and gradient regulation and control of the gelation time between 5s and 100s can be realized through the coagulant and the retarder, and diversified requirements of different geological conditions and construction progress on slurry operation time are met.

The invention relates to the technical field of cement-based building materials, in particular to an ultra-high-performance grouting material for an offshore wind power jacket and a preparation method and application of the grouting material. Cement, fine aggregate, corundum micro powder, a superfine mineral admixture, a reinforcing agent, a reinforcing accelerant, an expanding agent, a water reducing agent, a defoaming agent and steel fibers are adopted as raw materials; the grouting material for the offshore wind power jacket, which is high in compressive strength and good in tensile strength and ultimate elastic tensile strength, is prepared by utilizing the compatibility of the superfine mineral admixture, the reinforcing agent and the reinforcing accelerant and cooperating with the steel fibers.

The invention discloses a soft rock tunnel pre-grouting reinforcement treatment method and equipment, and relates to the technical field of soft rock tunnel grouting reinforcement. Drilling operation is conducted on a tunnel face of a soft rock tunnel in a preset construction area so that a plurality of grouting holes distributed at intervals can be formed in the tunnel face, and a grouting pipe is installed in each grouting hole; and grouting equipment is sequentially communicated with the grouting pipes, grouting operation is conducted on the corresponding grouting holes through the grouting pipes, so that the piston nails in all the grout outlet holes are pushed to be anchored to the hole walls of the grouting holes, and grouting reinforcement operation is completed. Anchoring and connection with a geologic body on a tunnel face are achieved through the arranged grouting pipe and the piston nail installed in the grout outlet hole in the grouting pipe, the contact area between the grouting pipe and the geologic body can be increased through cooperation of the arranged grouting pipe and the piston nail, and the contact area between a grouting reinforcing body and the geologic body is increased; the strength of the geologic body is improved, the deformation trend of the geologic body is reduced, and the grouting reinforcement effect on the soft rock tunnel is improved.

The invention belongs to the technical field of tunnel crack grouting and hole arrangement, and discloses a tunnel grouting and hole arrangement analysis method for spatial crack correlation analysis, which comprises the following steps: scanning the distribution position and geometric contour of surrounding rock cracks of a tunnel face to construct a crack communication network, and identifying an actual water guide path in combination with a water pumping test; the grouting openings are formed in the key nodes, accurate matching of the grouting holes and the seepage channels is achieved, scientificity and pertinence of hole distribution can be improved by fusing fracture space distribution and hydraulic connectivity, the plugging capacity of grout to water guiding fractures is remarkably improved, the grouting efficiency and the water stopping effect are improved, and the construction period is shortened. Meanwhile, neck feature recognition and section division are further performed on each crack in the crack communication network on the basis of arranging the grouting holes based on the hydraulic communication path, so that supplementary arrangement of the grouting ports is implemented by combining the relative relationship between the spatial position of the section and the existing grouting holes; and refined and dynamic optimized layout of the grouting ports is realized.

The invention provides high-pressure grouting and water plugging equipment for tunnel boring, and relates to the technical field of grouting and water plugging. Comprising a hollow anchor rod body, one end of the hollow anchor rod body is fixedly provided with a steel expansion-shell anchor head, the other end of the hollow anchor rod body is rotationally sleeved with a stop-grouting plug, the outer surface of the stop-grouting plug is fixedly provided with a base plate, and the side, away from the steel expansion-shell anchor head, of the base plate is provided with a nut which is in threaded connection with the outer surface of the hollow anchor rod body; a partition assembly is arranged outside the hollow anchor rod body and comprises a supporting rod and an annular baffle. Rock mass fractures existing in the grouting and water plugging operation process are plugged through the arrangement of the supporting rods and the annular baffles, the annular baffles can limit the diffusion range of grout, the grouting pressure is made to act on the interior of a drill hole more intensively, meanwhile, the annular baffles can prevent the grout from losing towards the area where grouting is not needed, and the grouting efficiency is improved. It is ensured that more grout enters the target drill hole, so that the utilization rate of the grout is increased, and waste of the grout is reduced.

The invention relates to the field of fabricated buildings, in particular to a fabricated building frame structure beam-column joint structure and an implementation method, and the beam-column joint structure comprises a reinforced concrete prefabricated column and a reinforced concrete prefabricated beam. A column cap is arranged on the top of the lower-layer column, a prefabricated column reserved anchoring longitudinal bar on the column penetrates through the column cap and is connected with an upper-layer column longitudinal bar anchoring hole, and a grouting hole and an exhaust hole are formed in the side face of the upper-layer column. One end of the precast beam is lapped on the column cap, a horizontal anchoring rib is reserved on the lower portion of the beam and extends to the joint, a precast beam stirrup is exposed out of the top, secondary cast-in-place concrete is laid on the top, a formwork is connected to the side face, a reserved groove is formed in the joint side, and a bed mortar layer is arranged at the bottom of the upper-layer column. According to the structure, the bearing and shearing resistance of beam-column joints is enhanced, and the stability and shock resistance of the frame are improved; prefabricated parts are produced in factories, efficiently assembled on site, matched with standard construction procedures, shortened in construction period and matched with industrial production, development of fabricated buildings is effectively promoted, and the problems of node connection and construction efficiency of existing fabricated structures are solved.

The invention discloses a ganged brick wall construction method. The ganged brick wall construction method comprises the following steps that firstly, construction preparation is conducted; 2, anti-overturning design and brick arrangement deepening of outer wall bricks are carried out; step 3, treating a base layer; step 4, surveying and setting out; 5, bricks are arranged at the bottom; sixthly, vertical penetrating reinforcing steel bars are constructed; seventhly, ganged bricks are built, specifically, corners are coiled firstly, then a story pole is erected, and then double-face hanging line building is conducted; eighthly, horizontal and transverse tie bars are constructed; 9, vertical through hole grouting is conducted, specifically, every eight layers of bricks are built, grouting materials are adopted to conduct grouting on the through holes penetrating through the reinforcing steel bars; tenthly, pointing and cleaning protection are conducted; and step 11, brushing an organic silicon coating. According to the method, the vertical reinforcing steel bars, the transverse reinforcing steel bar meshes, the main body structure tie steel bars and the like are fixed to the main body structure, a stable keel stress and anti-seismic system is formed, the ganged brick wall body and the main body structure are effectively tied, and the stability of the wall body is guaranteed.

The invention relates to the technical field of roadway grouting reinforcement, and discloses a high-ground-temperature grouting tunnel stability FDEM analysis system which comprises a heat transfer module, a diffusion module and a mechanical module. The heat transfer module comprises a three-dimensional crack heat conduction model constructed by a three-dimensional cohesive force unit and is used for acquiring the temperatures of all entity units and cohesive force units in the model under different boundary temperature conditions; the diffusion module respectively endows each cohesive force unit with a corresponding flow parameter according to the obtained temperature of the cohesive force unit; and the mechanical module is used for extracting a cohesive force unit set through which the slurry passes from the diffusion module. Through the heat conduction model constructed by the three-dimensional cohesive force unit, the influence of fracture opening change on heat conduction can be accurately captured, and refined prediction of the surrounding rock temperature field of the high-ground-temperature roadway is realized. And meanwhile, in combination with temperature sensitivity parameters of Bingham type grout, a diffusion path is dynamically adjusted, a high-temperature grout diffusion inhibition mechanism is disclosed, and the grouting design is optimized.

The invention belongs to the technical field of geological engineering, and particularly relates to a confined aquifer drilling drainage depressurization enhanced grouting method which comprises the steps that the grouting transformation range is determined; a grouting drill hole and a pressure reducing hole are constructed, and the slurry diffusion radius of the grouting drill hole is determined through the pressure reducing hole; determining the positions of other pressure reducing holes according to the slurry diffusion radius; grouting is started to be conducted in the grouting drill hole; after grouting is completed, the pressure reducing holes are treated; and repeating the processes until the transformation is finished. The grouting hole is formed in the center of the grouting transformation area, and the pressure reducing holes are formed in the periphery of the grouting hole, so that the water pressure of the aquifer is effectively reduced, the diffusion range of grout is remarkably expanded, and the grout is promoted to more uniformly permeate and fill cracks of the aquifer. The grouting efficiency is improved, material consumption is remarkably reduced, and the grouting method has high economic benefits and is particularly suitable for mine water prevention and control engineering under complex geological conditions. The grouting effect is greatly improved, and the technical scheme is efficient and economical.

The invention discloses a construction method applied to underground mine vertical shaft surrounding rock condition improvement. The construction method comprises the steps that a flat working face is cleaned, a temporary water nest is arranged for drainage, the drilling position is projected, and a down-the-hole drill is debugged; rock drilling is conducted according to the designed angle, direction and depth, propelling pressure is adjusted along with the depth, and cleaning and plugging are conducted after hole forming; grouting pipes with holes are used as pipe sheds to be driven into the holes, and are welded into a whole through annular steel bars; single-liquid-slurry and double-liquid-slurry segmented grouting is adopted, and the grouting pressure is controlled; during construction, grout diffusion and stratum deformation are monitored, after surrounding rock consolidation reaches the standard, weak blasting is matched with a small excavator for excavation, and after acceptance inspection is qualified, reinforcing steel bars are bound, formworks are installed, and concrete is poured. Compared with the prior art, the problems of collapse and water gushing of the vertical shaft under the strong weathering and water-rich geology can be solved, and the defects of insufficient supporting strength, grouting uniformity, construction efficiency and long-term stability in the traditional technology are overcome.

The invention discloses a grouting pipe with multiple grouting modes and capable of being flexibly adjusted and a using method, and belongs to the technical field of building construction equipment.The grouting pipe comprises an outer grouting pipe body, an inner grouting pipe body, an inner grouting pipe body A extension pipe, an inner grouting pipe body B extension pipe, an outer grouting pipe body A extension pipe and an outer grouting pipe body B extension pipe; the inner grouting pipe and the outer grouting pipe are connected through a fixing device and a rotating structure, standard grouting holes are formed in the positions, at 0 degree, 90 degrees, 180 degrees and 270 degrees, of the inner grouting pipe from top to bottom from a grouting area, and standard grouting holes are formed in the positions, at 70 degrees, 160 degrees, 250 degrees and 340 degrees, from top to bottom from the grouting area. Standard grouting holes are formed in the positions, at 0 degree, 90 degrees, 180 degrees and 270 degrees, of the outer grouting pipe from top to bottom from the grouting area. The problems that the grouting pipe is narrow in application range and grout is wasted can be solved, multiple grouting modes are achieved on one set of grouting pipe, and the grouting position and the grouting flow can be flexibly controlled.

The invention provides a pressure maintaining grouting mechanism of a concrete prefabricated wall grouting sleeve, and relates to the field of concrete prefabricated walls. Comprising a lower precast concrete wall and an upper precast concrete wall; an upper steel bar section and a lower steel bar section are arranged in the upper prefabricated concrete wall and the lower prefabricated concrete wall correspondingly, the grouting sleeve is fixedly connected to the bottom end of the upper steel bar section in a sleeving mode, and the top end of the lower steel bar section extends into the grouting sleeve; the pressure maintaining bin is connected with a side frame, the side frame is detachably mounted on the outer wall of the upper prefabricated concrete wall through a mounting mechanism, one side of the bottom of the pressure maintaining bin fixedly communicates with a discharging pipe, and the bottom end of the discharging pipe is connected with a telescopic pipe; the blocking part is arranged in the discharging pipe, and a gap between the blocking part and the inner wall of the discharging pipe is adjustable; and the dragging mechanism is used for driving the plugging part to move in the discharging pipe. And the mounting mechanism is convenient to disassemble and assemble on the upper precast concrete wall surface, so that the whole body can be repeatedly used.

The embodiment of the invention discloses a shear wall for a concrete modular building and a construction method of the shear wall. According to one specific implementation mode of the shear wall for the concrete modularized building, an outer wall located on a single module unit is a full-prefabricated shear wall or a double-face overlapped shear wall, and an inner wall located between the module units is composed of wall formworks independently located on different module units, post-pouring cavities and anti-expansion formwork connecting pieces; all assemblies of the anti-expansion mold connecting piece are independently embedded and attached to wall molds on the two sides, after a construction site is installed in place, the corresponding anti-expansion mold assemblies define a semi-closed grouting cavity, the semi-closed grouting cavity is filled with high-strength grouting materials, and after the high-strength grouting materials are solidified, the stable anti-expansion mold connecting piece is formed to resist the side mold pressure of post-pouring concrete. Through assembly optimization and high-strength grouting material combination, the situation that a hole for the opposite-pull screw to penetrate through is reserved in the wall formwork is avoided, a complex mechanical structure is not needed, the construction allowable error is large, and the machining precision requirement of the anti-expansion formwork assembly is greatly lowered.

The invention relates to the technical field of tunnel construction, in particular to an advanced pipe shed high-pressure control grouting device and method. The advanced pipe shed high-pressure control grouting device comprises a grouting pipe shed, a grout stopping device and a grout stopping grouting pipe, the grout stopping device is a film bag woven by fiber cloth and wraps the periphery of at least part of pipe sections of the grouting pipe shed, and the length of the grout stopping device in the length direction of the grouting pipe shed is larger than the thickness of a pipe shed guide wall. The grouting stopping device can partially extend into the surrounding rock drill hole through the pipe shed guide wall; the grout stopping and injecting pipe is connected with the grout stopping device and used for injecting grout into the grout stopping device so that the injected grout can extrude the rock wall of the surrounding rock drill hole to achieve the grout stopping effect. In this way, the grouting pressure of the grouting pipe shed can be increased, high-pressure grouting is achieved, the grouting pipe shed can be fully coupled with the rock wall of the surrounding rock drill hole, the bonding strength of the grouting pipe shed and the surrounding rock is improved, the aim of conducting advanced pre-reinforcement on the surrounding rock is achieved, construction is easy and fast, and safety is high.

The invention discloses a tailing pond underground anti-seepage wall grooving and quincunx curtain grouting synergistic process, and relates to the technical field of grouting collaboration.The tailing pond underground anti-seepage wall grooving and quincunx curtain grouting synergistic process comprises the following steps that S1, anti-seepage wall bodies are constructed in a foundation of a to-be-treated area, the anti-seepage wall bodies are continuously arranged along the treatment axis, a wall body groove section is formed through the underground grooving technology, and the wall body groove section is formed; s2, curtain grouting treatment is synchronously or firstly carried out on the lower area or the upstream side of the anti-seepage wall body, a multi-row sequential hole arrangement mode is adopted for curtain grouting, grouting holes are arranged in a staggered or quincuncial mode, a continuous curtain anti-seepage layer is formed, and the anti-seepage wall body is formed; and S3, the anti-seepage wall and the curtain grouting bodies are provided with lap joint areas in the vertical direction or the horizontal direction, and a wall-curtain integrated anti-seepage structure is formed. The plastic concrete anti-seepage wall is constructed in the foundation, the multiple rows of quincunx curtain grouting bodies are arranged in the foundation, and the lap joint structures are arranged between the plastic concrete anti-seepage wall and the multiple rows of quincunx curtain grouting bodies; unification of structural stability and anti-seepage continuity of the underground anti-seepage system is achieved.

The invention relates to a hydropower station tail water branch pipe construction drawing automatic drawing method. The method is suitable for the field of water conservancy and hydropower engineering. According to the technical scheme, the method comprises the steps that hydropower station tail water branch pipe design parameters input by a user are obtained; based on the branch pipe project and the contour parameters, the type of the tail water branch pipe is judged, and a contour map of the tail water branch pipe is drawn; drawing a branch pipe excavation support drawing, a structure and grouting arrangement drawing and a steel bar drawing on the basis of the outline drawing in combination with the excavation support parameters, the structure and grouting arrangement parameters and the reinforcement parameters; based on the branch pipe excavation support drawing, the structure and grouting arrangement drawing and the steel bar drawing, the excavation engineering amount, the structure and grouting engineering amount and the steel bar engineering amount are calculated, and an engineering amount table is generated; based on the type of the tail water branch pipe, a corresponding preset drawing frame is selected, the excavation support drawing, the structure and grouting arrangement drawing and the steel bar drawing are added to preset positions in the drawing frame, and a complete hydropower station tail water branch pipe construction drawing is generated.

The invention discloses a TBM construction tunnel unfavorable geological tunnel section ground pre-reinforcement method which comprises the following steps: S1, a tunnel surrounding rock category map is compiled, and surrounding rock categories and stake numbers are marked on the map; s2, the surrounding rock confirmed to be in the V type is rechecked as a target reinforcing area; s3, directional grouting drill hole arrangement; s4, drilling design is conducted in combination with the tunnel excavation design drawing and the drilling task book; s5, drilling equipment is selected; s6, drilling equipment is installed; s7, designing and installing a grouting system; s8, drilling an orifice section; s9, drilling a vertical section; s10, drilling in a deflecting section; s11, horizontal grouting section drilling is carried out; s12, horizontal section bare hole grouting is conducted; s13, lowering a floral tube; s14, grouting the floral tube; s15, the grouting effect is checked; and S16, hole sealing is conducted. Advanced reinforcement grouting is conducted on the tunnel surrounding rock on the earth surface through drilling, the physical and mechanical parameters of the tunnel surrounding rock are improved, the risk of engineering geological problems during tunnel excavation is reduced, and the tunnel construction efficiency is improved.