CN113529703A - Double-liquid sealing grouting leakage-stopping construction method for foundation pit support anchor cable leakage - Google Patents
Double-liquid sealing grouting leakage-stopping construction method for foundation pit support anchor cable leakage Download PDFInfo
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- CN113529703A CN113529703A CN202110679047.5A CN202110679047A CN113529703A CN 113529703 A CN113529703 A CN 113529703A CN 202110679047 A CN202110679047 A CN 202110679047A CN 113529703 A CN113529703 A CN 113529703A
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- anchor cable
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/16—Restraining of underground water by damming or interrupting the passage of underground water by placing or applying sealing substances
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0038—Production methods using an auger, i.e. continuous flight type
Abstract
The invention relates to the technical field of anchor cable leakage, and discloses a construction method for foundation pit support anchor cable leakage through double-liquid closed grouting and leaking stoppage, which comprises the following steps: 1) marking a grouting hole position at the upper joint; 2) drilling a grouting drill hole; 3) the grouting pipe is inserted and provided with a spraying section, a plurality of grouting holes are formed in the side wall of the spraying section, and water stopping cloth for plugging the grouting holes is wound outside the spraying section; 4) the grouting pipe is connected with a three-way pipe joint, the three-way pipe joint is provided with a discharging head and two feeding heads, and the two feeding heads are respectively communicated with a cement slurry pipeline and a water glass pipeline; 5) the double-liquid grouting pump injects cement slurry through a cement slurry pipeline and injects water glass through a water glass pipeline, and the cement slurry and the water glass are mixed through a three-way pipe joint and then enter a grouting pipe through a discharging head; the deep water-stopping plugging of the anchor cable hole is realized by the water glass and the coagulated gel of the cement paste, so that the quick, deep and closed plugging effect is achieved, and the problem of water leakage of the anchor cable is solved.
Description
Technical Field
The invention relates to the technical field of anchor cable leakage, in particular to a construction method for foundation pit support anchor cable leakage through double-liquid closed grouting and leaking stoppage.
Background
When pile anchor support is adopted in deep foundation pit excavation, the phenomenon of water leakage of different degrees at the anchor head position often occurs after the anchor cable is tensioned and locked. The long-time anchor cable leakage water can cause the reduction of underground water level around the foundation pit in different degrees, and the anchor cable leakage water is continuously increased, which can cause the increase or standard exceeding of the settlement of peripheral pipelines and buildings (structures).
In the foundation pit, a plurality of longitudinally arranged supporting piles are utilized to surround and support in the soil body around the foundation pit, a transverse waist beam is connected to the plurality of supporting piles, the waist beam is connected with the plurality of supporting piles, and the plurality of supporting piles are integrally connected and supported. When the anchor cable is supported, the anchor cable penetrates through the waist beam and the supporting pile in sequence, the inner end of the anchor cable is anchored in a soil body to form an anchoring section, the outer end of the anchor cable is exposed outside the waist beam to form a connecting section, the connecting section is connected with an anchor head, the anchor cable is locked by the anchor head, and a base plate is arranged between the anchor head and the waist beam in a padding mode.
In order to eliminate the potential safety hazard caused by the leakage of the anchor cable to the foundation pit, a plurality of grouting holes are drilled in a base plate of an anchor head, and grouting liquid is injected by a high-pressure grouting machine to stop the leakage. In the actual plugging construction, when the anchor cable leakage water is saturated or slightly leaked, the anchor head is subjected to chemical grouting treatment, so that a certain effect is achieved, and the leakage point can be quickly plugged; when the anchor cable has large leakage water, the chemical grouting treatment is adopted, the water leakage point of the anchor head can be blocked, but the leakage can be generated around the waist beam of the anchor cable, the effect of blocking leakage is difficult to achieve, and the leakage blocking effect is poor.
Disclosure of Invention
The invention aims to provide a construction method for leaking and stopping leakage of a foundation pit support anchor cable by double-liquid closed grouting, and aims to solve the problem that the leakage and stopping effect of the anchor cable is poor in the prior art.
The invention discloses a construction method for foundation pit support anchor cable leakage double-liquid closed grouting plugging, which comprises the following construction steps:
1) the upper end edge of the waist beam is jointed with the support piles to form an upper joint which is linearly arranged, and a grouting hole position is determined and marked at the upper joint;
2) drilling inwards from a grouting hole position by adopting a long spiral drill rod to form a downward inclined grouting drill hole, exposing the outer end of the grouting drill hole at the upper intersection of the waist beam and the support pile, and sequentially penetrating the inner end of the grouting drill hole through the support pile and a soil body to extend into an anchor cable hole;
3) inserting a grouting pipe into the grouting drill hole, wherein the inner end of the grouting pipe penetrates through the inner end of the grouting drill hole and extends into the anchor cable hole, the outer end of the grouting pipe is exposed outside the grouting drill hole to form an exposed section, and the inner end of the grouting pipe is arranged in a closed manner; along the insertion direction of the grouting pipe, the grouting pipe is provided with a spraying section arranged on the inner side of the support pile, the side wall of the spraying section is provided with a plurality of grouting holes, the spraying section is externally wound with a waterproof cloth, and the waterproof cloth externally seals the grouting holes;
4) the exposed section of the grouting pipe is connected with a three-way pipe joint, the three-way pipe joint is provided with a discharging head and two feeding heads, and the two feeding heads are respectively communicated with the discharging head; connecting a discharging head of the three-way pipe joint with an exposed section of a grouting pipe, wherein the two feeding heads are respectively communicated with a cement slurry pipeline and a water glass pipeline which are respectively connected with a double-liquid grouting pump;
5) the double-liquid grouting pump injects cement slurry through a cement slurry pipeline and injects water glass through a water glass pipeline, the cement slurry and the water glass are mixed in the three-way pipe joint and then enter the grouting pipe through the discharging head, the water stop cloth blocked on the grouting hole is squeezed and broken, and the water stop cloth is sprayed out through the grouting hole until the grouting pressure of the double-liquid grouting pump reaches a set value, and the double-liquid grouting pump stops working.
Further, in the construction step 2), the central axis of the grouting drill hole and the central axis of the anchor cable hole are located on the same longitudinal plane, and an included angle between the central axis of the grouting drill hole and the central axis of the anchor cable hole is 3-7 degrees.
Further, in the construction step 1), after the position of a grouting hole position is determined at the upper connection part, an upper notch is chiseled on the side wall of the support pile, a lower notch is chiseled on the top of the waist rail, the upper notch and the lower notch are in butt joint at the upper connection part, and the upper notch and the lower notch are enclosed to form the grouting hole position.
Further, in the construction step 3), after the grouting pipe is inserted into the grouting drill hole, a reinforcing seat is formed at the upper joint by cement, and the reinforcing seat is wrapped on the periphery of the lower part of the exposed section and is fixedly connected to the side wall of the support pile and the top of the waist beam respectively.
Further, the three-way pipe joint comprises a feeding pipe, the two ends of the feeding pipe form the feeding heads, the middle part of the feeding pipe is bulged to form a bulged part, a mixing cavity is formed in the bulged part, and the discharging head is formed at the bottom of the bulged part; in the step 5), the water glass and the cement slurry entering from the two feeding heads are collected in the mixing cavity to be mixed, and then enter the grouting pipe from the discharging head.
Further, the mixing chamber comprises a middle portion aligned with the interior of the two feed heads, an upwardly arched portion arranged upwardly arched above the middle portion, and a downwardly concave lower recess arranged downwardly concavely below the middle portion, the lower recess having a volume greater than the volume of the arched portion.
Furthermore, the inner end of the feeding head is provided with a communicating opening communicated with the mixing cavity, and a step baffle plate is protruded at the bottom of the communicating opening.
Further, in the step 4), a support frame is connected to the three-way pipe joint, the support frame includes a support rod and an inclined support rod, the upper end of the support rod is movably connected to the feeding pipe, the lower end of the support rod abuts against the top of the waist rail, the upper end of the inclined support rod is hinged to the middle of the support rod, and the lower end of the inclined support rod abuts against the upper connection position.
Further, the inclined supporting rod is vertically arranged with the feeding pipe.
Furthermore, a positioning groove is formed in the top of the waist beam, the positioning groove is provided with a positioning side wall arranged towards the support pile, the positioning side wall is obliquely arranged towards the support pile along the direction from top to bottom, and the lower end of the supporting rod abuts against the positioning side wall; the upper end of the inclined stay bar is hinged with a sliding head which slides along the support bar, and the sliding head is movably sleeved on the support bar.
Compared with the prior art, the double-liquid closed grouting leakage stoppage construction method for foundation pit support anchor cable leakage provided by the invention has the advantages that the grouting drill hole is drilled along the angle direction of the anchor cable at the upper joint of the waist beam and the support pile, the grouting pipe is lowered, the double-liquid grouting pump is adopted to inject the water glass and the cement slurry double-liquid mixed slurry into the grouting pipe, and the deep water stop and blockage of the anchor cable hole are realized through the water glass and the cement slurry condensation gel, so that the quick, deep and closed leakage stoppage effect can be achieved, the problem of the anchor cable leakage water is effectively solved, and good social and economic benefits are obtained.
Drawings
FIG. 1 is a construction schematic diagram of a foundation pit support anchor cable leakage double-liquid closed grouting plugging construction method provided by the invention;
FIG. 2 is an enlarged schematic view at A in FIG. 1;
FIG. 3 is a schematic internal view of a tee fitting provided by the present invention;
fig. 4 is a schematic front view of the support frame of the present invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
The following describes the implementation of the present invention in detail with reference to specific embodiments.
The same or similar reference numerals in the drawings of the present embodiment correspond to the same or similar components; in the description of the present invention, it should be understood that if there is an orientation or positional relationship indicated by the terms "upper", "lower", "left", "right", etc. based on the orientation or positional relationship shown in the drawings, it is only for convenience of describing the present invention and simplifying the description, but it is not intended to indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and therefore, the terms describing the positional relationship in the drawings are only used for illustrative purposes and are not to be construed as limiting the present patent, and the specific meaning of the terms may be understood by those skilled in the art according to specific circumstances.
Referring to fig. 1-4, preferred embodiments of the present invention are shown.
The anchor cable 103 has an anchoring section penetrating the soil body 100, a penetrating section sequentially penetrating the wale 102 and the support pile 101, and a connecting section exposed outside the wale 102, the connecting section is connected with an anchor head, and the upper end edge of the wale 102 is connected with the support pile 101 to form an upper intersection arranged in a linear shape.
The foundation pit support anchor cable leakage double-liquid closed grouting leakage stoppage construction method comprises the following construction steps:
1) the edge of the upper end of the waist rail 102 is connected with the support pile 101 to form an upper connection part which is linearly arranged, and a grouting hole position is determined and marked at the upper connection part;
2) adopting a long spiral drill rod to drill inwards from a grouting hole position to form a downward inclined grouting drill hole, exposing the outer end of the grouting drill hole at the upper intersection of the waist beam 102 and the support pile 101, and sequentially penetrating the inner end of the grouting drill hole through the support pile 101 and the soil body 100 to extend into an anchor cable hole;
3) inserting a grouting pipe 301 into the grouting drill hole, wherein the inner end of the grouting pipe 301 penetrates through the inner end of the grouting drill hole and extends into the anchor cable hole, the outer end of the grouting pipe 301 is exposed outside the grouting drill hole to form an exposed section, and the inner end of the grouting pipe 301 is arranged in a closed manner; along the insertion direction of the grouting pipe 301, the grouting pipe 301 is provided with a spraying section arranged on the inner side of the support pile 101, a plurality of grouting holes are formed in the side wall of the spraying section, and a waterproof cloth is wound outside the spraying section and externally seals the grouting holes;
4) the exposed section of the grouting pipe 301 is connected with a tee pipe joint, the tee pipe joint is provided with a discharge head 303 and two feed heads 302, and the two feed heads 302 are respectively connected with the discharge head 303; connecting a discharge head 303 of a three-way pipe joint with an exposed section of a grouting pipe 301, wherein two feed heads 302 are respectively communicated with a cement slurry pipeline and a water glass pipeline which are respectively connected with a double-liquid grouting pump 200;
5) the double-liquid grouting pump 200 injects cement slurry through a cement slurry pipeline and injects water glass through a water glass pipeline, the cement slurry and the water glass are mixed in the discharging head 303 and then enter the grouting pipe 301, the water stop cloth blocked on the grouting hole is squeezed open, the water stop cloth is sprayed out through the grouting hole, and the double-liquid grouting pump 200 stops working until the grouting pressure of the double-liquid grouting pump 200 reaches a set value.
According to the construction method for leaking the foundation pit supporting anchor cable by double-liquid closed grouting, the grouting drill hole is drilled along the angle direction of the anchor cable 103 at the upper joint of the waist beam 102 and the supporting pile 101, the grouting pipe 301 is lowered, the double-liquid grouting pump 200 is adopted to inject the water glass and the cement slurry double-liquid mixed slurry into the grouting pipe 301, and the deep water-stopping plugging of the anchor cable hole is realized through the water glass and the cement slurry condensed gel, so that the quick, deep and closed leaking stoppage effect can be achieved, the problem of the water leakage of the anchor cable 103 is effectively solved, and good social and economic benefits are obtained.
The foundation pit supporting anchor cable leakage double-liquid closed grouting plugging construction method has the following technical effects:
1) good leakage stopping effect
The grouting material is prepared from cement slurry and water glass double-liquid slurry, has the characteristics of high coagulation speed and adjustable coagulation time, can effectively control the diffusion speed and distance of the slurry in the stratum in a very short time, ensures that a flow channel of water leakage is rapidly and deeply plugged under the condition of water seepage and flow, solves the problem of water leakage from the source and has good plugging effect;
2) convenient grouting operation
The specially-customized tee pipe joint is adopted, during grouting, the double-liquid grouting pump 200 is adopted to inject cement paste and water glass into a channel at high pressure, double liquids are mixed and then quickly injected into a water leakage part, and the field grouting operation is convenient;
3) green environmental protection without pollution
The gel consolidation of the slurry of the adopted plugging material is nontoxic and pollution-free, and completely meets the requirement of green construction.
4) Low comprehensive cost
The used materials are simple, the use amount is small, and the operation uses conventional machines; the grouting speed is high, only two workers are needed to operate during operation, and the overall comprehensive cost is low.
Before the construction step 1), construction preparation is firstly made, the condition of a site water leakage part is checked, the position and the water flowing direction of a water leakage point are determined, a foundation pit supporting drawing and an anchor cable 103 construction record are consulted, and the angle of the anchor cable 103 is mastered.
According to the height position of the anchor cable 103, a grouting operation platform is set up so as to facilitate operations such as drilling of grouting holes, installation of a grouting pipe 301, grouting and the like. When the anchor cables 103 are excavated and constructed in layers in the foundation pit, when the next layer of earthwork is not excavated and the anchor cables 103 leak water, the leakage stoppage can be directly implemented on the working surface.
When the height of the anchor cable 103 is not more than 2.5m, a simple steel pipe platform is erected to implement plugging operation, and when the height of the anchor cable 103 is more than 2.5m, a formal operation platform is erected by using steel pipes to perform plugging operation.
In the construction step 2), the designed diameter of a grouting drill hole is 25mm, and a handheld electric drill is selected in consideration of small diameter of the grouting drill hole; the handheld electric drill is light in use, 0.62KW in power and high in drilling speed, and is operated by one worker on site. The drilling uses a long auger bit, the diameter of the bit is 25mm, and the length of a drill rod is 1.2 m.
When a grouting drill hole is drilled, the angle of the grouting drill hole is controlled, and the anchor cable 103 is prevented from being touched by a drill in the grouting drill hole range; in the drilling process, detailed records are made on grouting drilling water seepage, stratum drilling, drilling difficulty, cavity existence and the like, the length of the drill rod can be adjusted under abnormal conditions, and technical bases are provided for the length configuration and grouting of the grouting pipe 301 in the next step.
In the construction step 3), a cover is adopted at the bottom of the grouting pipe 301 to seal the bottom, so that a closed space is formed during high-pressure grouting, the grouting pressure is increased, and high-pressure injection and permeation of the grout are formed. Inserting the manufactured grouting pipe 301 into a grouting drill hole, wherein the grouting pipe 301 is about 2.0m because the grouting drill hole is 1.2m, and the grouting pipe 301 needs to be pushed forward about 50cm after insertion until the exposed section of the grouting pipe 301 is exposed by 30 cm; the exposed section is connected with a screw thread joint so as to be connected with a double-liquid grouting three-way pipe joint.
In the construction step 2), the central axis of the grouting drill hole and the central axis of the anchor cable hole are located on the same longitudinal plane, and the included angle between the central axis of the grouting drill hole and the central axis of the anchor cable hole is 3-7 degrees, so that the grouting drill hole and the anchor cable 103 are ensured to be close to each other in a crossed manner.
In the construction step 1), after the position of a grouting hole position is determined at the upper joint, an upper notch is chiseled on the side wall of the support pile 101, a lower notch is chiseled on the top of the waist rail 102, the upper notch and the lower notch are butted at the upper joint, and the upper notch and the lower notch are enclosed to form the grouting hole position. Therefore, when the grouting drill hole needs to be drilled, the drill rod can be embedded into the grouting hole for positioning, and the phenomenon of deviation is avoided during drilling.
In the construction step 3), after the grouting pipe 301 is inserted into the grouting drill hole, cement is used to form a reinforcing seat at the upper joint, the reinforcing seat is coated on the periphery of the lower part of the exposed section and is respectively and fixedly connected to the side wall of the support pile 101 and the top of the waist rail 102. When preventing subsequent high-pressure biliquid slip casting, slip casting pipe 301 shifts or is washed out, influences the slip casting effect.
The tee joint comprises a feeding pipe 304, feeding heads 302 are formed at two ends of the feeding pipe 304, the middle part of the feeding pipe 304 is bulged to form a bulged part, a mixing cavity is formed in the bulged part, and a discharging head 303 is formed at the bottom of the bulged part; in the step 5), the water glass and the cement slurry entering from the two feeding heads 302 are gathered in the mixing cavity to be mixed, and then enter the grouting pipe 301 from the discharging head 303.
After the cement slurry and the water glass are respectively flushed by the two feeding heads 302 at high pressure, the cement slurry and the water glass can be fully mixed in the mixing cavity and then enter the grouting pipe 301 through the discharging head 303 at the bottom. The cement slurry is P042.5 common silicate, and the water-cement ratio is 0.5; the concentration Be' of the water glass is 20-35, and the modulus M is 2.4-3.2; the volume ratio of the cement paste to the water glass is 3: 2.
Injecting cement slurry and water glass in a two-liquid mode according to a certain proportion, wherein a cement hydrolysate CaOH2With water glass Na 2O. nSiO2After mixing, the chemical reaction is rapidly carried out to form cement paste Cao nSiO2·mH2And O, the colloid blocks the cracks and bleeding passages of the soil body 100 around the anchor cable 103, and cuts off the flow path of water flow, thereby achieving the purpose of deep sealing and water stopping. The cement glue of the double-liquid grouting has the setting time of only about 15 seconds, has high setting speed and high strength, and can realize quick leakage stoppage.
The mixing chamber comprises a middle portion aligned with the interior of the two feed heads 302, an upwardly arched portion 305 arranged upwardly arched above the middle portion, and a downwardly concave lower concave portion 306 arranged downwardly concave below the middle portion, the volume of the lower concave portion 306 being greater than the volume of the arched portion 305. Thus, after the cement slurry filled under high pressure is flushed with the water glass, the mixed mixture quickly enters the concave part 306 and is filled into the discharge head 303 due to the small volume of the arch part 305.
The inner end of the feed head 302 has a communication opening communicating with the mixing chamber, and the bottom of the communication opening is raised with a step baffle 307. Thus, the cement paste and the water glass, which are injected at high pressure under the restriction of the step dam 307, are first mixed at the arch part 305 by being pushed up at high speed, and then are mixed for the second time while being pushed down into the concave part 306 after being mixed, so that the cement paste and the water glass can be mixed more uniformly.
In the step 4), a support frame is connected to the three-way pipe joint, the support frame comprises a support rod 402 and an inclined strut 401, the upper end of the support rod 402 is movably connected with the feed pipe 304, the lower end of the support rod 402 abuts against the top of the waist rail 102, the upper end of the inclined strut 401 is hinged to the middle of the support rod 402, and the lower end of the inclined strut 401 abuts against the upper connection position. Like this, utilize the support frame to the support of tee bend coupling, at the in-process of slip casting, because all be high-pressure slip casting, then keep firm being connected between the section that exposes of tee bend coupling and slip casting pipe 301, and keep tee bend coupling can not drop or phenomenon such as shift because of high-pressure impact.
The inclined support rods 401 and the feeding pipes 304 are vertically arranged, so that the connection between the discharging heads 303 and the exposed sections of the tee pipe joints can be better kept, the feeding pipes 304 are kept in a horizontal state, and the cement paste and the water glass flushed in by the two feeding heads 302 can be guaranteed to be opposite to each other and mixed.
The top of the wale 102 is provided with a positioning groove 404, the positioning groove 404 is provided with a positioning side wall 405 arranged towards the support pile 101, the positioning side wall 405 is obliquely arranged towards the support pile 101 along the top-down direction, and the lower end of the support rod 402 is abutted against the positioning side wall 405; the upper end of the inclined strut 401 is hinged with a sliding head 403 which slides along the strut bar 402, and the sliding head 403 is movably sleeved on the strut bar 402.
The lower extreme of bracing piece 402 can be better supported to the location lateral wall 405 of constant head tank 404, avoids its position phenomenon that runs to appear, secondly, when the lower extreme of bracing piece 402 runs the position up along location lateral wall 405, at this moment, the upper end of diagonal brace 401 then moves down along bracing piece 402, back pull back bracing piece 402 for the location position of constant head tank 404 is got back to bracing piece 402, realizes the automatic function of adjusting the position of stabilizing automatically.
The working principle of the dual-fluid grouting pump 200 is mainly that the oil cylinder and the grouting cylinder have larger acting areas, so that the cylinder body can generate higher injection pressure only with small pressure. When the biliquid grouting pump 200 works, the crank of the biliquid grouting pump 200 rotates anticlockwise at an angular velocity omega, the piston moves rightwards, the volume of the cavity is increased suddenly, the pressure of liquid in the cavity is reduced, the suction valve is opened and the discharge valve is closed under the action of external pressure, and the conveyed liquid overcomes the resistance loss of a suction pipeline, the suction valve and the like and enters the cavity under the action of pressure difference.
When the crank rotates 180 deg., the piston moves leftwards, the liquid is squeezed, the pressure of the liquid in the cavity increases sharply, the suction valve is closed and the discharge valve is opened under the action of the pressure, and the liquid in the cavity is discharged to the discharge pipeline under the action of pressure difference. As the crank rotates continuously at the angular velocity ω, the dual fluid injection pump 200 continuously draws in and discharges fluid. The double-liquid grouting adopts two sets of suction and pumping pipelines, so that the water glass and the cement slurry can be respectively injected simultaneously, and are quickly mixed through a tee joint, thereby achieving the effect of plugging.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. The foundation pit support anchor cable leakage double-liquid closed grouting leakage stoppage construction method is characterized by comprising the following construction steps:
1) the upper end edge of the waist beam is jointed with the support piles to form an upper joint which is linearly arranged, and a grouting hole position is determined and marked at the upper joint;
2) drilling inwards from a grouting hole position by adopting a long spiral drill rod to form a downward inclined grouting drill hole, exposing the outer end of the grouting drill hole at the upper intersection of the waist beam and the support pile, and sequentially penetrating the inner end of the grouting drill hole through the support pile and a soil body to extend into an anchor cable hole;
3) inserting a grouting pipe into the grouting drill hole, wherein the inner end of the grouting pipe penetrates through the inner end of the grouting drill hole and extends into the anchor cable hole, the outer end of the grouting pipe is exposed outside the grouting drill hole to form an exposed section, and the inner end of the grouting pipe is arranged in a closed manner; along the insertion direction of the grouting pipe, the grouting pipe is provided with a spraying section arranged on the inner side of the support pile, the side wall of the spraying section is provided with a plurality of grouting holes, the spraying section is externally wound with a waterproof cloth, and the waterproof cloth externally seals the grouting holes;
4) the exposed section of the grouting pipe is connected with a three-way pipe joint, the three-way pipe joint is provided with a discharging head and two feeding heads, and the two feeding heads are respectively communicated with the discharging head; connecting a discharging head of the three-way pipe joint with an exposed section of a grouting pipe, wherein the two feeding heads are respectively communicated with a cement slurry pipeline and a water glass pipeline which are respectively connected with a double-liquid grouting pump;
5) the double-liquid grouting pump injects cement slurry through a cement slurry pipeline and injects water glass through a water glass pipeline, the cement slurry and the water glass are mixed through a three-way pipe joint and then enter a grouting pipe through a discharging head, water stop cloth blocked on a grouting hole is squeezed and broken, and the water stop cloth is sprayed out through the grouting hole until the grouting pressure of the double-liquid grouting pump reaches a set value, and the double-liquid grouting pump stops working.
2. The foundation pit supporting anchor cable leakage double-liquid sealing grouting leakage stopping construction method as claimed in claim 1, wherein in the construction step 2), the central axis of the grouting drill hole and the central axis of the anchor cable hole are in the same longitudinal plane, and an included angle between the central axis of the grouting drill hole and the central axis of the anchor cable hole is 3-7 degrees.
3. The foundation pit support anchor cable leakage double-liquid sealing grouting leakage stopping construction method as claimed in claim 1, wherein in the construction step 1), after the position of a grouting hole site is determined at the upper junction, an upper notch is dug on the side wall of the support pile, a lower notch is dug at the top of the waist beam, the upper notch and the lower notch are in butt joint at the upper junction, and the upper notch and the lower notch are enclosed to form the grouting hole site.
4. The construction method for plugging the leakage of the anchor cable of the foundation pit support according to any one of claims 1 to 3, wherein in the construction step 3), after the grouting pipe is inserted into the grouting hole, cement is used to form a reinforcing seat at the upper joint, the reinforcing seat is coated on the periphery of the lower part of the exposed section and is fixedly connected to the side wall of the support pile and the top of the waist beam respectively.
5. The foundation pit support anchor cable leakage double-liquid sealing grouting plugging construction method as claimed in any one of claims 1 to 3, wherein the tee pipe joint comprises a feed pipe, the two ends of the feed pipe form the feed heads, the middle part of the feed pipe is bulged to form a bulged part, a mixing cavity is formed in the bulged part, and the discharge head is formed at the bottom of the bulged part; in the step 5), the water glass and the cement slurry entering from the two feeding heads are collected in the mixing cavity to be mixed, and then enter the grouting pipe from the discharging head.
6. The foundation pit support anchor cable leakage double-liquid sealing grouting plugging construction method as claimed in claim 5, wherein the mixing cavity comprises a middle portion aligned with the inner portions of the two feeding heads, an arch portion arranged above the middle portion in an upward arch mode, and a lower concave portion arranged below the middle portion in a downward concave mode, and the volume of the lower concave portion is larger than that of the arch portion.
7. The foundation pit support anchor cable leakage double-liquid sealing grouting leakage stoppage construction method as claimed in claim 6, wherein a communication opening communicated with the mixing cavity is formed in the inner end of the feeding head, and a step baffle is protruded from the bottom of the communication opening.
8. The foundation pit support anchor cable leakage double-liquid sealing grouting leakage stopping construction method as claimed in claim 5, wherein in the step 4), a support frame is connected to the three-way pipe joint, the support frame comprises a support rod and a diagonal brace, the upper end of the support rod is movably connected with the feed pipe, the lower end of the support rod abuts against the top of the waist rail, the upper end of the diagonal brace is hinged to the middle of the support rod, and the lower end of the diagonal brace abuts against the upper junction.
9. The foundation pit support anchor cable leakage double-liquid sealing grouting leakage stoppage construction method as claimed in claim 8, wherein the inclined support rod is vertically arranged with the feed pipe.
10. The foundation pit support anchor cable leakage double-liquid sealing grouting leakage stoppage construction method as claimed in claim 8, wherein a positioning groove is formed in the top of the waist beam, the positioning groove is provided with a positioning side wall arranged towards the support pile, the positioning side wall is obliquely arranged towards the support pile along the top-down direction, and the lower end of the supporting rod abuts against the positioning side wall; the upper end of the inclined stay bar is hinged with a sliding head which slides along the support bar, and the sliding head is movably sleeved on the support bar.
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20150108204A (en) * | 2014-03-17 | 2015-09-25 | (주)진성토건이엔씨 | Waterproof method and system of earth retaining wall using jacket barrier wall packer preventing ground subsidence |
| CN105780781A (en) * | 2016-04-28 | 2016-07-20 | 中国水电基础局有限公司 | Fast plugging method for deep foundation pit |
| CN111236244A (en) * | 2020-01-08 | 2020-06-05 | 深圳宏业基岩土科技股份有限公司 | Method for treating water leakage of free section of anchor cable on sand layer of foundation pit |
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2021
- 2021-06-18 CN CN202110679047.5A patent/CN113529703B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20150108204A (en) * | 2014-03-17 | 2015-09-25 | (주)진성토건이엔씨 | Waterproof method and system of earth retaining wall using jacket barrier wall packer preventing ground subsidence |
| CN105780781A (en) * | 2016-04-28 | 2016-07-20 | 中国水电基础局有限公司 | Fast plugging method for deep foundation pit |
| CN111236244A (en) * | 2020-01-08 | 2020-06-05 | 深圳宏业基岩土科技股份有限公司 | Method for treating water leakage of free section of anchor cable on sand layer of foundation pit |
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