30results about How to "Improve water interception effect" patented technology

The invention discloses a deep foundation pit combination supporting construction method for geology with high water level and large particle size sand gravel. High pressure jet grouting pile construction is conducted outside a foundation ditch retaining and protecting system, by means of a triple placing method, cement paste is injected into underground soil filling layer and sand gravel gaps, after solidifying, secant pile wall and retention wall are formed, the underground water is prevented outside the periphery the foundation ditch retaining and protecting system, and conditions are created for the construction of a support pile; when the strength of outer side jet grouting pile meets design requirements, a long auger drilling cast-in place pile begin to be constructed close to the inner side of the jet grouting pile; after perfusion pile beings maintained for 15 days, jet grouting pile construction begins to conduct to make up partial failure of waterproof curtain of the jet grouting pile in construction of retaining and protecting pile, and retaining and protecting strength and water interception effect of the retaining and protecting system are increased; at last, in an earth excavation process, bar-mat reinforcement sprayed concrete slope protection and construction of dewatering well, open trench and water-collecting well in the foundation ditch are completed well, multiple retaining and protecting forms are used for combining construction and interaction. Accordingly, the problems of retaining and protecting the geology with high water level and large particle size sand gravel and processing the geology are solved.

The invention discloses a cross section-variable underground continuous wall, which is formed by connecting multiple underground continuous walls. The wall bottom of the single underground continuous wall is in a double-step shape along the width direction of a wall body. The invention also discloses a construction method for the cross section-variable underground continuous wall, which comprises the following steps: (a1) measuring the rock depth condition at a construction position to determine the embedded rock depth of the steps at the wall bottom of the single cross section-variable underground continuous wall; (a2) performing construction operation to manufacture an underground continuous wall slot with two steps, wherein the depth of the two steps meets the requirement of the embedded rock depth determined in the step (a1); and (a3) lowering a steel net, and casting underwater concrete to form the cross section-variable underground continuous wall. The wall bottom of the cross section-variable underground continuous wall is provided with two steps, and the two steps are embedded into a rock face, thus, a good water interception effect is achieved. The construction method disclosed by the invention is capable of rapidly, accurately and conveniently processing the cross section-variable underground continuous wall disclosed by the invention. The cross section-variable underground continuous wall disclosed by the invention can be widely applied to the construction operation of the underground continuous wall.

The invention discloses a joint reinforcement structure for a shield tunnel end and a construction method. The joint reinforcement structure is a rectangular box structure as a whole, and the rectangular box structure is formed by reinforcement structures surrounded on four sides. The reinforcement structure near a foundation pit is a frozen soil wall, and the reinforcement structures on the remaining three sides are cement soil continuous walls. The method includes a first step of construction of cement soil continuous walls by using a TRD method to construct continuous walls of cement soil with a three-cycle method; a second step of construction of vertical frozen soil wall by firstly, drilling of freezing holes, installing a freezing station at the same time; after confirming that the freezing meets the door chiseling condition, starting to break a hole wall, forcibly unfreezing before a shield main machine enters into the hole, pulling out a vertical freezing tube after the shieldmain machine completes entering and exiting the hole, and grouting. The joint reinforcement structure has the beneficial effects that strong construction practicability, convenient construction quality control and outstanding reinforcement effect. Compared with a traditional cement-soil mixing piles reinforcing method, the method saves cost and greater promotion and application value is ensured.

The invention provides a synthesized resin tube with smooth inner and outer face, which makes the connecting peak part of outer part flat so as to cut water off stably under the condition of no-damaged for softness, characterized in that inner tube (2) is winded to twist by belt synthesized resin; twist reinforced part (4) is winded to the outer wall of inner tube (2) by convex bar (3) of synthesized resin as outside twist; outer tube (5) made of belt synthesized resin, of which along the tube axis partial or all convex bar is arranged and peaks of said convex bars (3a) are connected; protecting part for outer tube (10) buried in outer tube (5) or attached on the one side of inner wall in outer tube, which protects the figure of outer tube (5) flat and is formed by belt metal sheet. The protecting part (10) for outer tuber is winded in regular interval status by the peak of convex bar (3) and set on adjacent peaks (3a) of convex bar.

A joint piece (1) comprises a hat-like connecting piece (10) and a joint covering piece (20), wherein the hat-like connecting piece (10) comprises a base plate (11) fixed on the side framework of an architecture and a boss (12) projecting from the base plate (11) to the side of the architecture surface, while the joint covering piece (20) comprises a joint groove piece (21) for covering a top side (12c) of the boss (12) in construction, a lower margin piece (23) which is extended upon from the lower end of the joint covering piece (20) thereby pressing and connecting an outer wall plate (30B) in construction, and an elastic water division piece (26) pasted on the back of the lower margin piece (23), therefore the joint piece can be provided with low cost and simple construction, and can have high design performance and high water division property.

The invention discloses a construction method for a deep foundation pit penetrating an underground permeable layer, relates to the technical field of foundation pit excavation, and provides the construction method for the deep foundation pit penetrating the underground permeable layer, and accordingly, the foundation fit earth excavation process, the building foundation construction process and the foundation pit earth backfilling process can be prevented from being affected by underground water. The method comprises the steps that a soil body above the permeable layer is excavated; a water collecting well is excavated; water in the water collecting well is pumped through a suction water pump; concrete is sprayed to a slope hanging net of an upper pit to protect the wall; an open drain and a spray drain are excavated; a soil outlet lane is excavated; the foundation pit is excavated; solid construction is carried out in the foundation pit; and soil backfilling is carried out. The construction method is suitable for construction of various deep foundation pits penetrating the underground permeable layer. The structure is simple, operation is convenient, and environment friendliness and energy saving are achieved. The effect of stopping of surface water above the permeable layer and the water stop effect on the underground water below the permeable layer are good.

The invention discloses a full-face stirring and cutting wall construction machine. The full-face stirring and cutting wall construction machine mainly comprises a crawler crane, a pulley block, a chain rotating device and a grouting pipe, wherein the chain rotating device mainly comprises a rectangular chain support, a chain, a plurality of knives and a motor; the grouting pipe is arranged on the rectangular chain support; chain wheels are arranged at four corners of the rectangular chain support; a plurality of guiding wheels are distributed on the two sides and the bottom of the rectangular chain support; the chain is arranged on chain wheels and the guiding wheels; the knives are distributed on the surface of the chain at intervals; a crawler crane drives the rectangular chain support to move up and down; the motor drives the chain wheels at the two corners of the upper end of the rectangular chain support to rotate; the chain wheels drive the chain; the chain drives the knives; the knives continuously cut off and stir a rock fracture face; and a plurality of knife dropping preventing mechanisms are distributed on the chain at intervals. The full-face stirring and cutting wall construction machine has the advantages that the full-face stirring and cutting wall construction machine is simple in structure, low in cost, easy to operate, high in efficiency and wide in application range and can adapt to change of rock surfaces of strata.

The invention discloses a construction method of a loess tunnel entrance section through a landslide mass. The method comprises the following steps that 1, an entrance soil layer is pre-reinforced; 2,a tunnel entrance is constructed; 3, excavation and initial support construction is conducted on the reinforced tunnel section; 4, a reinforced tunnel section base is reinforced; 5, the reinforced tunnel section is subjected to secondary lining construction; 6, excavation and initial support construction is conducted on a rear side tunnel section; and 7, the rear side tunnel section is subjectedto secondary lining construction. The method is reasonable in design, simple and convenient to construct and good in use effect, cement-soil mixed piles are adopted for pre-reinforcement before excavation, a construction process of the tunnel entrance section through the landslide mass is guaranteed to be safe and reliable, meanwhile, the tunnel entrance section is excavated by adopting a three-step excavation method, the reinforced tunnel section base is reinforced, an excavation process of the tunnel entrance section through the landslide mass can be guaranteed to be safe and reliable, in addition, the influence on the stability of a soil layer on the circumferential side of the tunnel entrance is small, and the stability of the excavated and formed tunnel entrance can be effectively improved.

The invention discloses a movable water interception method for spraying water of well cylinders and well walls and a movable water interception trough. The method comprises the following steps: adopting an annular main body matched with the inner sides of a well cylinder and a well wall as a supporting body; installing an annularly distributed inflation air bag between the outer edge of the annular main body and the inner side of the well wall; fixing the annular main body on the inner side of the well wall when the inflation air bag is inflated; installing an annularly distributed water stopplate on the upper part of the annular main body; forming a water containing trough together by the water stop plate, the inner side of the well wall, the inflation air bag and the annular main bodywhen the inflation air bag is inflated and expanded; using the water containing trough for receiving the spraying water of the well wall; and draining the spraying water by a draining outlet arrangedon the water containing trough. The well wall is provided with an annular water body containing device, thereby effectively carrying and guiding the spraying water of the well wall. The method has theadvantages of convenient installation and use, repeated use and good water interception effect, saves installation time and does not damage the constructed well wall.

The invention discloses a through landslide body loess tunnel construction method. The through landslide body loess tunnel construction method comprises the following steps of constructing a tunnel entrance section and a tunnel exit section simultaneously; and respectively constructing an inclined shaft auxiliary construction inlet section and an inclined shaft auxiliary construction outlet section through a tunnel inclined shaft when the tunnel entrance section and the tunnel exit section are constructed. The through landslide body loess tunnel construction method is reasonable in design, convenient to construct and good in using effect; the loess strata in the construction area where the tunnel entrance section is positioned is subjected to reinforcement treatment by using a cement soilmixing pile in advance before excavation, and the reinforcement length and the reinforcement depth are effectively limited; a loose soil body on a hole body of a tunnel hole is solidified in advance so as to ensure the safety and reliability of the construction process of a hole inlet section of the through landslide body loess tunnel; meanwhile, in the construction process of the tunnel by adopting a three-step excavation method, the construction process of track plates is completed synchronously, so that the construction process of the loess tunnel can be completed easily, conveniently and quickly; and the stability of an excavated and formed tunnel hole can be effectively improved.

The invention relates to a self-adhesion device of an impermeable membrane joint and a self-adhesion type water interception curtain construction method thereof. The self-adhesion device comprises animpermeable membrane, a magnetizing rod or magnetizing plate, an anode cable, a cathode cable, a magnetizing and demagnetizing machine and the like, wherein the magnetizing and demagnetizing machine is connected with the magnetizing rod through the cathode cable and the anode cable, the magnetizing and demagnetizing machine enables a coil to generate a transient ultrastrong magnetic field throughinstantaneous pulse large current in the coil, magnetic materials in the coil can be permanently magnetized by the magnetic field, and the magnetizing rod or magnetizing plate is placed in the position of a to-be-activated impermeable membrane joint, so that the impermeable membrane joint is magnetized, the position of the impermeable membrane joint is activated as a cathode joint and an anode joint, and self adhesion of the impermeable membrane joint is realized. Thus, the problems that adjacent impermeable membranes are not firmly bonded, the lap joint is not tight and the impermeable effectis poor can be effectively solved, and the tightness and the impermeable performance of the lap joint of the impermeable membranes are improved while the problem that the vertical laying depth is limited is solved.

The invention discloses a pre-reinforcement and excavation construction method for a tunnel entrance segment of a loess tunnel passing through a slip mass. The method comprises the following steps offirstly, tunnel body soil layer pre-reinforcement, secondly, tunnel entrance construction of the tunnel, thirdly, excavation and preliminary bracing construction of the reinforced tunnel segment, andfourthly, excavation and preliminary bracing construction of the rear tunnel segment. By means of the method, design is reasonable, construction is simple and convenient, and the use effect is good; before excavation, cemented soil stirring piles are adopted for carrying out reinforcement treatment on the loess stratum of the construction area where the tunnel entrance segment of the tunnel is located in advance, the reinforcement length and reinforcement depth are effectively limited, loose soil of the tunnel body of the tunnel is solidified in advance, it is ensured that the construction process of the tunnel entrance segment of the tunnel passing through the slip mass is safe and reliable, and the structure of the tunnel entrance segment, formed through construction, of the tunnel is stable; and meanwhile, a three-step excavation method is adopted for excavating the tunnel entrance segment of the tunnel, it can be ensured that the excavation process of the tunnel entrance segment ofthe tunnel passing through the slip mass is safe and reliable, and the influence on stability of soil layers around the tunnel is small.

In a light-adjusting-panel structure, a light-adjusting sheet is bonded, using a first adhesive, to the back surface of a first transparent panel. In this light-adjusting-panel structure, the end section of the light-adjusting sheet is drawn out to a position closer to the end section of the first transparent panel than the end surface of the first adhesive, in a direction along the panel surface of the first transparent panel. Further, the light-adjusting-panel structure covers the drawn-out end section and the end surface of the first adhesive, the light-adjusting-panel structure being provided with a seal material having lower moisture permeability than the first adhesive.

Disclosed is a wall-attached type mountain-row waterscape structure system. The wall-attached type mountain-row waterscape structure system is formed in the mode that a cantilever type concrete retaining wall is arranged in the rugged terrain position of a river channel to serve as a foundation structure so as to form the water height difference, and rocks are arranged on the surface of the cantilever type concrete retaining wall layer by layer according to the modeling requirement to form a decorative surface. The wall-attached type mountain-row waterscape structure system comprises the multiple layers of rocks, the cantilever type concrete retaining wall and stainless steel tying pieces; the rocks are used for being arranged layer by layer according to the modeling requirement to form amain body part of a decorative surface layer of the wall-attached type mountain-row waterscape structure system, and a prefabricated hole is preformed in the middle of the top of each rock; the cantilever type concrete retaining wall and the rocks are in anchorage connection through the stainless steel tying pieces pre-embedded in the cantilever type concrete retaining wall and gelation materialsin the prefabricated holes of the rocks in an inserting mode; and the rocks of the upper layers and the rocks of the lower layers are fixed in a mortar pre-bedding mode. The wall-attached type mountain-row waterscape structure system is good in structural stability and simple and convenient in construction method, the space can be utilized reasonably, investment of the construction cost is reducedeffectively, and the water retaining and stopping effects are good.

The invention discloses a construction device of a joint-free continuous in-situ diaphragm wall and a curtain construction method.The construction device of the joint-free continuous in-situ diaphragm wall comprises a supporting mechanism, a cutting mechanism, a power mechanism, a crushed material collecting and screening mechanism and an anti-seepage material preparing and producing mechanism, and the cutting mechanism is connected with the input end of the crushed material collecting and screening mechanism through a stratum crushed material output pipe; the qualified crushed material output end of the crushed material collecting and screening mechanism is connected with the input end of the anti-seepage material preparing and producing mechanism, and through the cutting mechanism, the power mechanism, the crushed material collecting and screening mechanism and the anti-seepage material preparing and producing mechanism, the depth of the curtain is guaranteed, meanwhile, transverse continuous cutting and grooving construction of the water cut curtain is achieved, and the construction efficiency is improved. The construction efficiency and the water interception effect of the water interception curtain are enhanced; and in the transverse continuous cutting wall forming process, the in-situ material is used for preparing an anti-seepage material, the in-situ anti-seepage wall is formed, and the technical problems that in the prior art, the strength of a curtain wall is insufficient, and the water interception efficiency is poor due to the large number of water interception curtain connectors are solved.

A wire with terminal WT1 is provided with a wire 2 including a core 2B and an insulation coating 2C covering around the core 2B, and a terminal 1 including a coating crimping portion 50 crimped to the insulation coating 2C. The wire 2 is pulled out rearward from the terminal 1. A water cut-off member 60 for suppressing liquid intrusion into the core 2B is disposed between an inner peripheral surface 20A of the coating crimping portion 50 and an outer peripheral surface 2A of the insulation coating 2C. The coating crimping portion 50 is provided with an oblique extending portion 70 for reducing the outflow of the water cut-off member 60 to outside due to crimping.

A flame-retardant sealing material comprising a polyurethane foam formed from a polyurethane raw material containing a polyol component, an isocyanate, a water repellent, a flame retardant and the like, wherein the polyol component contains a hydroxyl-terminated prepolymer obtained by the reaction of a polyether polyol and an isocyanate, the water repellent is a polybutadiene polyol or the like, the flame retardant is (1) a non-halogen non-condensed phosphate ester or (2) a halogen-containing non-condensed phosphate ester, which are liquid at ordinary temperature, and the isocyanate index is 100 to 150.

The invention discloses a deep foundation pit combination supporting construction method for geology with high water level and large particle size sand gravel. High pressure jet grouting pile construction is conducted outside a foundation ditch retaining and protecting system, by means of a triple placing method, cement paste is injected into underground soil filling layer and sand gravel gaps, after solidifying, secant pile wall and retention wall are formed, the underground water is prevented outside the periphery the foundation ditch retaining and protecting system, and conditions are created for the construction of a support pile; when the strength of outer side jet grouting pile meets design requirements, a long auger drilling cast-in place pile begin to be constructed close to the inner side of the jet grouting pile; after perfusion pile beings maintained for 15 days, jet grouting pile construction begins to conduct to make up partial failure of waterproof curtain of the jet grouting pile in construction of retaining and protecting pile, and retaining and protecting strength and water interception effect of the retaining and protecting system are increased; at last, in an earth excavation process, bar-mat reinforcement sprayed concrete slope protection and construction of dewatering well, open trench and water-collecting well in the foundation ditch are completed well, multiple retaining and protecting forms are used for combining construction and interaction. Accordingly, the problems of retaining and protecting the geology with high water level and large particle size sand gravel and processing the geology are solved.

The invention discloses a novel water interception system for a subway tunnel deformation joint, and belongs to the technical field of deformation joint water interception devices. According to the technical scheme, the novel water interception system is characterized by comprising a deformation joint liner plate and a water receiving box, the deformation joint liner plate is located in a deformation joint, an isolating membrane is arranged at the bottom of the deformation joint liner plate, and sealant is smeared at the bottom of the isolating membrane; and fixing plates are arranged on the two sides of the water receiving box in the length direction, the fixing plates are wrapped with butyl rubber, and putty is smeared on the surface, making contact with a concrete structure of a tunnel,of the butyl rubber. The novel water interception system is simple in structure, the butyl rubber wraps the fixing plates on the two sides of the water receiving box, the putty is smeared on the butyl rubber, the water receiving box makes tight contact with the concrete structure, and the water intercepting effect is better while the water receiving box is firmly fixed.

The invention discloses a pre-reinforcement and excavation construction method for a tunnel entrance segment of a loess tunnel passing through a slip mass. The method comprises the following steps offirstly, tunnel body soil layer pre-reinforcement, secondly, tunnel entrance construction of the tunnel, thirdly, excavation and preliminary bracing construction of the reinforced tunnel segment, andfourthly, excavation and preliminary bracing construction of the rear tunnel segment. By means of the method, design is reasonable, construction is simple and convenient, and the use effect is good; before excavation, cemented soil stirring piles are adopted for carrying out reinforcement treatment on the loess stratum of the construction area where the tunnel entrance segment of the tunnel is located in advance, the reinforcement length and reinforcement depth are effectively limited, loose soil of the tunnel body of the tunnel is solidified in advance, it is ensured that the construction process of the tunnel entrance segment of the tunnel passing through the slip mass is safe and reliable, and the structure of the tunnel entrance segment, formed through construction, of the tunnel is stable; and meanwhile, a three-step excavation method is adopted for excavating the tunnel entrance segment of the tunnel, it can be ensured that the excavation process of the tunnel entrance segment ofthe tunnel passing through the slip mass is safe and reliable, and the influence on stability of soil layers around the tunnel is small.

The invention relates to a method and a device for preparing an in-situ sandy gravel anti-seepage material and constructing a water-stopping curtain. The method provided by the invention comprises the following steps: crushing and screening gravel-cobble and sand generated in the grooving process of the waterproof curtain by an aggregate preparation device, crushing the gravel-cobble into macadam and machine-made sand with different particle sizes, mixing the macadam and machine-made sand with natural sand, and pouring the mixture into a stirring device after the macadam, machine-made sand and natural sand are mixed by the aggregate preparation device; and then preparing an anti-seepage material with good performance, and conveying the anti-seepage material to a water stop curtain excavation groove section through a pumping device. The device provided by the invention comprises an aggregate preparation device, an aggregate preparation device, a stirring device, a pumping device and a filling device. The structure is simple, operation is convenient, practicability and reliability are achieved, the phenomenon that the ecological environment is destroyed due to the fact that river sand, gravel or pebbles and other raw materials are excavated is avoided, the ecological environment is protected, and meanwhile the performance, the construction efficiency and the water interception effect of the water interception curtain anti-seepage material are improved.

The invention discloses a construction method for maintaining the stability of the soft clay foundation pit side slope based on intercepting drainage, comprising steps: 1. Excavating underground water intercepting ditch and ground water intercepting ditch: excavating underground water intercepting on the foundation pit side slope ditch, and excavate the ground intercepting ditch on the side slope; 2. Observation of the seepage situation in the underground intercepting ditch: observe the seepage status in the underground intercepting ditch, and judge whether it is necessary to repair the water seepage according to the observed seepage situation Adjust the structure of the underground water intercepting ditch; 3. Observation of the actual water level of the groundwater: observe the actual water level of the groundwater through the excavation pit formed in advance in the construction area where the foundation pit is located, and judge whether it is necessary to intercept the underground water according to the observation results. Adjust the structure of the ditch; 4. Adjust the structure of the underground intercepting ditch; 5. Backfill the underground intercepting ditch. The method of the invention has the advantages of simple steps, reasonable design, convenient construction, good application effect, simple, fast and effective control of the stability of the soft clay foundation pit side slope on slope land, and low input cost.

The invention discloses a construction method of a loess tunnel entrance section through a landslide mass. The method comprises the following steps that 1, an entrance soil layer is pre-reinforced; 2,a tunnel entrance is constructed; 3, excavation and initial support construction is conducted on the reinforced tunnel section; 4, a reinforced tunnel section base is reinforced; 5, the reinforced tunnel section is subjected to secondary lining construction; 6, excavation and initial support construction is conducted on a rear side tunnel section; and 7, the rear side tunnel section is subjectedto secondary lining construction. The method is reasonable in design, simple and convenient to construct and good in use effect, cement-soil mixed piles are adopted for pre-reinforcement before excavation, a construction process of the tunnel entrance section through the landslide mass is guaranteed to be safe and reliable, meanwhile, the tunnel entrance section is excavated by adopting a three-step excavation method, the reinforced tunnel section base is reinforced, an excavation process of the tunnel entrance section through the landslide mass can be guaranteed to be safe and reliable, in addition, the influence on the stability of a soil layer on the circumferential side of the tunnel entrance is small, and the stability of the excavated and formed tunnel entrance can be effectively improved.

The seam (1) is made of a hat-shaped connector (10) and a seam cover (20), and the hat-shaped connector (10) is composed of a base plate (11) fixed to the building skeleton side, and a base plate (11) from the base plate (11). ) constitutes a convex portion (12) protruding toward the surface side. The seam cover (20) has a seam groove (21) that covers the top surface (12c) of the convex portion (12) during construction, and extends downward from its lower end to be crimped on the outer wall panel (30B) during construction. ) the lower edge portion (23) of the surface, the back side of the lower edge portion (23) is pasted with an elastic water cut-off piece (26). Thereby, it is possible to provide a seamed material having a low manufacturing cost, easy construction, and a seam portion capable of forming a design property and a high water-cutting property.

A self-adhesive device for an anti-seepage membrane joint and a method for constructing a self-adhesive water-cutting curtain. The demagnetizer is connected to the magnetizing rod through the cathode cable and the anode cable. The magnetizer and demagnetizer will generate a short-term super-strong magnetic field through the instantaneous pulse current in the coil, and the magnetic field can permanently magnetize the magnetic material placed in the coil. , the magnetizing rod or the magnetizing plate is placed on the joint position of the anti-seepage membrane to be activated, and the joint of the anti-seepage membrane is magnetized, so that the joint position of the anti-seepage membrane is activated as a cathode joint and an anode joint, so as to realize the self-adhesion of the anti-seepage membrane joint Therefore, the present invention can effectively solve the problems of poor bonding of adjacent anti-seepage membranes, loose overlap, and poor anti-seepage effect, and improve the overlapping of anti-seepage membranes while solving the problem of limited vertical laying depth. tightness and impermeability.

The invention discloses a construction method for a loess tunnel passing through a landslide body. The tunnel entrance section and the tunnel exit section are constructed at the same time; while the tunnel entrance section and the tunnel exit section are being constructed, the inclined The entrance section of auxiliary construction of well and the exit section of auxiliary construction of inclined shaft shall be constructed. The invention is reasonable in design, simple in construction and good in use effect. Before excavation, cement-soil mixing piles are used to reinforce the loess layer in the construction area where the entrance section of the tunnel is located, and effectively limit the length and depth of reinforcement. The loose soil in the tunnel body is consolidated to ensure the safety and reliability of the construction process at the entrance section of the tunnel passing through the landslide. The construction process of the loess tunnel can be quickly completed, and the stability of the excavated tunnel hole can be effectively improved.

The invention discloses a vertical hidden laying device for a magnetic impermeable membrane and a construction method of a water stop curtain, the vertical hidden laying device comprises a hollow base, the longitudinal front end and the longitudinal rear end of the hollow base are respectively provided with a membrane rolling structure support frame and a laying structure support frame, the membrane rolling structure support frame is fixedly provided with a membrane rolling structure, and the laying structure support frame is fixedly provided with a laying structure. A power structure and a power transmission structure are arranged below the film rolling structure; a film inserting structure is fixedly mounted on the laying structure supporting frame; the magnetic soft films are arranged on the edges of the two sides of the anti-seepage film, so that every two adjacent anti-seepage films provided with the magnetic soft films can be well and tightly bonded together within a small distance, high-strength magnetic attraction between the adjacent anti-seepage films is achieved, organic connection between the adjacent anti-seepage films is achieved, and the anti-seepage effect is good. The water interception property and the impermeability of the lap joint of the adjacent impermeable membranes are effectively improved, and the technical problem that in the prior art, the impermeability effect of the lap joint section of the adjacent impermeable membranes is poor is solved.

The invention discloses a full-face stirring and cutting wall construction machine. The full-face stirring and cutting wall construction machine mainly comprises a crawler crane, a pulley block, a chain rotating device and a grouting pipe, wherein the chain rotating device mainly comprises a rectangular chain support, a chain, a plurality of knives and a motor; the grouting pipe is arranged on the rectangular chain support; chain wheels are arranged at four corners of the rectangular chain support; a plurality of guiding wheels are distributed on the two sides and the bottom of the rectangular chain support; the chain is arranged on chain wheels and the guiding wheels; the knives are distributed on the surface of the chain at intervals; a crawler crane drives the rectangular chain support to move up and down; the motor drives the chain wheels at the two corners of the upper end of the rectangular chain support to rotate; the chain wheels drive the chain; the chain drives the knives; the knives continuously cut off and stir a rock fracture face; and a plurality of knife dropping preventing mechanisms are distributed on the chain at intervals. The full-face stirring and cutting wall construction machine has the advantages that the full-face stirring and cutting wall construction machine is simple in structure, low in cost, easy to operate, high in efficiency and wide in application range and can adapt to change of rock surfaces of strata.

A wire with terminal WT1 is provided with a wire 2 including a core 2B and an insulation coating 2C covering around the core 2B, and a terminal 1 including a coating crimping portion 50 crimped to the insulation coating 2C. The wire 2 is pulled out rearward from the terminal 1. A water cut-off member 60 for suppressing liquid intrusion into the core 2B is disposed between an inner peripheral surface 20A of the coating crimping portion 50 and an outer peripheral surface 2A of the insulation coating 2C. The coating crimping portion 50 is provided with an oblique extending portion 70 for reducing the outflow of the water cut-off member 60 to outside due to crimping.