CN110409511A - A water-stopping method for joints between occlusal piles and ground-connected walls - Google Patents

Abstract

The invention belongs to the technical field of construction engineering, and relates to a water-stopping method at the joint of an occlusal pile and an underground continuous wall. The occlusal piles and the occlusal piles are arranged at intervals and interlocked to form an occlusal pile. The ground connection wall and the adjacent occlusal piles The plain pile is occluded, the steel flower tube is welded on the steel cage on the adjacent side of the ground connection wall and the adjacent occlusal pile plain pile, the grouting pipe is buried outside the joint between the occlusal pile plain pile and the ground connection wall, and the rotary grouting pile is installed on the occlusion The outer side of the joint between the plain pile and the ground connection wall is occluded with the adjacent pile body through the ground connection wall, steel flower pipes are buried between the ground connection wall wall and the occlusal pile, and double-row grout is placed outside the joint between the ground connection wall and the occlusal pile. A series of structures and measures such as the grout pipe, and the rotary grouting pile reinforcement on the outside of the occlusal pile and the ground connection wall have solved the problem of water-stopping at the joint between the occlusal pile and the underground diaphragm wall, and improved the waterproof and anti-leakage performance of the joint. Enhance the stability and safety of the foundation pit.

Description

A water-stopping method for joints between occlusal piles and ground-connected walls

Technical field:

The invention belongs to the technical field of construction engineering, and relates to a water-stopping method at the joint between an occlusal pile and an underground continuous wall of a foundation pit support structure.

Background technique:

With more and more subway projects in our country, all kinds of buildings around the foundation pits of urban subways are dense, the surrounding environment and water and land geological conditions are complex, and the construction is difficult. It is necessary to explore new foundation pit support methods.

At present, the foundation pit support forms commonly used in subway engineering include occlusal piles and underground diaphragm walls. The occlusal pile refers to the foundation pit support structure formed by the interlocking of reinforced concrete piles and plain piles between the adjacent piles in the row of piles arranged in the plane, which is used as the foundation pit support structure of the subway project. The reinforcement ratio of the occlusal pile is lower than that of the underground diaphragm wall, because the construction method of interspersed arrangement of reinforced concrete columns and plain concrete piles can greatly reduce the reinforcement ratio of the supporting structure and save money. The anti-seepage ability of the occlusal pile is strong, because it is continuously constructed, there is no construction cold joint between the columns and no soil is mixed, and the construction cold joint at the joint of the underground diaphragm wall is often the weak link of anti-seepage, if the underground If the wall brushing effect of the continuous wall is not in place, there will be hidden dangers of water seepage. The construction of the occlusal pile is flexible, because the occlusal pile can be turned and changed according to the needs, so it is more suitable for the support of some foundation pits with changeable side walls.

The underground continuous wall is to use various digging machines to dig out a groove of a certain size at the design position with the help of the wall retaining function of the mud, then hoist and lower the steel cage, and pour concrete to form a wall with anti-seepage, soil retaining and load-bearing functions. Continuous underground wall. During the construction of the underground diaphragm wall, the vibration is small, the noise is low, and the impact on the surrounding area is small, so it is suitable for construction in cities. The underground diaphragm wall has high rigidity and can withstand large earth pressure after excavation of the foundation pit. In engineering applications, foundation settlement or landslide accidents rarely occur, and the underground diaphragm wall itself has good anti-seepage performance. If the joint form and construction The waterproof and anti-seepage effect of the underground diaphragm wall is better if the method is proper. The underground diaphragm wall is suitable for a variety of geological conditions and has a wide range of applications.

If the occlusal pile is combined with the underground diaphragm wall, the advantages of both can be fully utilized by using both types of support structures in the same project according to the geological conditions. However, the problem of water-stopping at the joints between the occlusal piles and the underground diaphragm wall is a major and difficult point. Once water leakage occurs at the joints between the occlusal piles and the underground diaphragm wall, not only is it very difficult to stop the leakage, but it will also affect the foundation pit and the surrounding environment safety. At present, there is no effective systematic construction method. Therefore, it is imminent to design a water-stopping method at the joint between the occlusal pile and the ground connection wall.

Invention content:

The purpose of the present invention is to overcome the shortcomings of the prior art, aiming at the problem of water leakage at the joint between the joint pile and the ground connection wall, it is designed to provide a water-stopping method at the joint between the joint pile and the underground continuous wall, so as to improve the water quality of the joint. Excellent waterproof and anti-leakage performance, enhance the stability and safety of the foundation pit.

In order to achieve the above object, the present invention realizes the water-stop structure at the joint between the occlusal pile and the ground connection wall, and the specific process is as follows:

Step 1: Carry out the construction of occlusal piles. The occlusal piles that are occluded with the ground connection wall are plain piles. After setting out and positioning, the drilling rig is in place, and the soil is taken to form a hole until the design hole bottom elevation. After passing the test, hang the reinforcement cage, and then pour the concrete and pull out the pipe to form a pile;

Step 2: Preparatory work for the construction of the ground connection wall, use the existing technology to carry out the setting-out and positioning guide wall construction of the ground connection wall, prepare the mud, and then try to form a groove;

Step 3: The ground connection wall is conventionally grooved, and the position of the ground connection wall is determined according to the design requirements and the guide wall. Check and accept the slot;

Step 4: When the ground connection wall is grooved, use a rotary drill to expand the wall width of the groove to at least 200mm on the side close to the plain pile of the occlusal pile, so as to ensure that the concrete can flow around the back of the channel steel when pouring concrete, and be closely connected to the plain pile of the occlusal pile. Combined to make the connection between the occlusal pile plain pile and the ground connection wall firm;

Step 5: Use a rotary drill to drill out some of the seam piles at the joints, so that the ground connection wall and the adjacent seam piles have at least 300mm of seam. During the construction process, pay attention to controlling the specific gravity of the mud at 1.1g/cm ³ ~ 1.25g /cm ³ , up to the height of the bottom of the wall;

Step 6: After the tank is formed, carry out bottom cleaning and hole cleaning operations. The bottom cleaning adopts the fishing method, and the cleaning hole can be cleaned by positive circulation. Stop cleaning the bottom after the mud replacement in the tank is completed;

Step 7: After the groove is formed, use a wire brush to repeatedly clean the side walls of the adjacent occlusal piles to ensure that the side walls are not sticky with mud and that they are closely connected to the ground wall. After the wall is finished, clean the mud skin on the wall brusher in time, and check the condition of the steel wire, and repair it in time if there is any loss;

Step 8: Carry out the production of the reinforcement cage, remove the rust of the reinforcement before the production, use the molding method to manufacture the reinforcement cage, strictly control the welding quality during welding, and determine the width of the reinforcement cage according to the position of the occlusal pile plain pile;

Step 9: Lay two steel flower tubes between the wall of the ground connection wall and the adjacent occlusal pile. After welding, the two steel flower tubes are bound to the reinforcement cage on the side of the occlusal pile. The two steel flower tubes are arranged in parallel , buried to the design height of the bottom of the ground connection wall, which is convenient for pouring concrete for grouting and waterproof reinforcement, and the position of the grouting pipe should be properly close to the joint channel steel;

Step 10: Carry out hoisting of the reinforcement cage. During hoisting, control the channel steel position of this section of the reinforcement cage as close as possible to the plain pile of the occlusal pile of the completed pile, reduce the gap between them, and make the connection between the ground connection wall and the occlusal pile plain pile firm;

Step 11: Pour the concrete of this section of the wall. When pouring, pay attention to ensure good fluidity of the underwater concrete to ensure the quality of the concrete wall. After the pouring, the continuous pouring of the concrete must be ensured. During the pouring of the joint, the grouting pipe should be 30cm long. Movement up and down to ensure the pouring quality;

Step 12: Drill double rows of grouting pipes along the outside of the joint between the ground connection wall and the occlusal pile. The number and spacing of the grouting pipes are determined according to the specific engineering geological and hydrological conditions, and the grouting construction is carried out to ensure that the joint is watertight strengthen;

Step 13: Three days after the construction of the ground connection wall is completed, inject water into the pre-embedded steel flower pipe to ensure the smooth flow of the grouting pipeline and the splitting of the annular pipe, and prepare for the grouting. When injecting water, pay attention to the drop of the water level at any time The position and the output pressure of the grouting pump are 0.5MPa～0.7MPa. The pressure water should not be too much or too little. After the steel flower pipe 5 is watered and dredged, it is reinforced with grout to ensure the quality of water stop at the joints.

Step 14: Double-row jet grouting piles are used for reinforcement on the outside of the occlusal piles and the ground connection wall. The diameter and quantity of the jet grouting piles are determined according to the specific engineering geological and hydrological conditions. Avoid the double-row grouting buried outside the joint between the occlusal pile and the ground wall. When drilling, use the mud retaining wall to drill to maintain the stability of the hole wall. At least use ordinary portland cement with a label of 42.5. The design elevation of the wall bottom;

Step 15: If there is seepage in the joints in the later stage, clean the wall surface by chiseling, and then seal it with Shuangkuai cement; if it is serious, clean the leaking point by chiseling, insert a diversion tube, and apply sealing materials (sealing spirit, Rapid hardening cement, etc.) to block the diversion pipe, and finally carry out grouting treatment on the outside of the enclosure structure or below the leakage point, supplement grouting reinforcement, and continue excavation after the leakage water is sealed.

The grouting material that grouting of the present invention is used selects 425# anti-sulphate cement (resistance to sulfate erosion), and water-cement ratio is 0.5, and the basalt fiber of admixing 0.2% improves crack resistance performance (fiber monofilament diameter 12 in the grout) =3um, density 2.65kg/m3, average length 6mm, tensile strength 2000MPa, elastic modulus 90GPa, ultimate elongation 3.5%).

The proportioning (%) of mud for retaining wall of the present invention is water: bentonite: carboxymethyl cellulose: barite=100: 10: 0.3: 0.02, wherein, the liquid level elevation in the control tank is higher than groundwater level 1m; The specific gravity of the mud is controlled between 1.05 and 1.15; the viscosity of the mud is controlled between 20 and 22s; the PH value of the mud does not exceed 10.5, which has the functions of suspending drilling slag, cooling the drill bit, and lubricating the drilling tool, and can increase the hydrostatic pressure. A mud skin is formed to cut off seepage inside and outside the groove, preventing the retaining wall from collapsing.

The main structure of the water-stopping structure at the seam between the occlusal pile and the ground connection wall of the present invention includes a ground connection wall, a occlusion pile plain pile, a occlusal pile 硂 pile, a rotary spray pile, a steel flower pipe and a grouting pipe; the occlusion pile 硂 pile and the The occlusal piles and plain piles are arranged at intervals and occluded with each other to form occlusal piles. The ground connection wall is occluded with the adjacent occlusal piles. The buried depth of the underground diaphragm wall is the same as that of the adjacent occlusal piles; On the reinforcement cage adjacent to the plain pile of the occlusal pile, the burial depth is the same as that of the ground connection wall; the grouting pipe is buried outside the joint between the plain pile of the occlusal pile and the ground connection wall, and the burial depth is determined according to the specific engineering geological conditions; The rotary grouting pile is located outside the joint between the occlusal pile and the ground connection wall, and the buried depth is the same as that of the ground connection wall.

The thickness, width and buried depth of the ground connection wall described in the present invention are determined according to the specific engineering geological conditions and the size of the occlusal pile. The width of the underground continuous wall is not more than 6m, the buried depth is 10m to 50m, and the thickness is 0.5m to 1.2m. , and at least 200mm smaller than the diameter of the adjacent occlusal pile, so that the two can be closely connected; the diameter and buried depth of the occlusal pile are determined according to the engineering geological conditions, and the diameter is not less than 1000mm. The interlocking between adjacent piles is not less than 300mm; the diameter and buried depth of the interlocking piles should be determined according to the engineering geological conditions, the diameter is not less than 1000mm, at least C45 underwater concrete is poured, and the interlocking between adjacent piles is not less than 300mm ; The diameter of the rotary grouting pile is the same as that of the occlusal pile, and at least ordinary Portland cement with a label of 42.5 is used, tangent to the occlusal pile, the occlusal pile, and the ground-connected wall pile, and the reinforcement depth is from the ground to the bottom of the occlusal pile Elevation; the diameter of the steel flower pipe shall be determined according to the specific engineering geological conditions. Generally, A42 steel flower pipes shall be used, and the steel pipes shall be connected by welding; the diameter and buried depth of the grouting pipe shall be determined according to the specific engineering geological conditions, and the steel pipes shall be connected by screws.

Compared with the prior art, the present invention provides an effective joint water-stop structure and method for the problem of water-stopping at the joint between the occlusal pile and the underground continuous wall. A series of structures and measures, such as laying steel flower pipes between the ground wall and the occlusal piles, laying double rows of grouting pipes on the outside of the joints between the ground wall and the occlusal piles, and strengthening the occlusal piles and the outside of the ground wall with rotary grouting piles, etc. It solves the problem of water stop at the joint between the occlusal pile and the underground diaphragm wall, improves the waterproof and anti-leakage performance of the joint, and enhances the stability and safety of the foundation pit.

Description of the drawings:

Fig. 1 is an overall plan view of the water-stop structure at the joint between the occlusal pile and the underground diaphragm wall in the present invention.

Fig. 2 is the 1-1 sectional view of the water-stop structure at the seam of the occlusal pile and the underground diaphragm wall in the present invention, wherein 1 is the underground diaphragm wall, 2 is the occlusal pile element pile, 3 is the occlusal pile meat pile, and 4 is the rotary jetting Pile, 5 is the steel flower pipe, 6 is the grouting pipe, H1 is the depth from the ground to the bottom of the ground connecting wall, and H2 is the buried depth of the grouting pipe.

Detailed ways:

The present invention will be described in further detail below through specific examples and in conjunction with the accompanying drawings. However, it should not be understood that the scope of the above-mentioned themes of the present invention is limited to the following examples, and all technologies realized based on the contents of the present invention belong to the scope of the present invention.

Example 1:

The main structure of the water-stop structure at the joint between the occlusal pile and the ground connection wall in this embodiment includes the ground connection wall 1, the occlusion pile 2, the occlusion pile 3, the rotary spray pile 4, the steel flower pipe 5 and the grouting pipe 6. The occlusal piles and the occlusal piles 3 and the occlusal piles 2 are arranged at intervals, interlocking to form an occlusal pile, the ground connection wall 1 is occluded with the adjacent occlusal pile 2, and the buried depth of the underground diaphragm wall 1 is the same as that of the adjacent occlusal pile 2. The burial depth is the same; the steel flower tube 5 is welded on the reinforcement cage on the adjacent side of the ground connection wall 1 and the adjacent occlusal pile 2, and the burial depth is the same as that of the ground connection wall 1; the grouting pipe 6 is buried in the occlusion pile 2 and the ground connection wall 1 outside the joint, the buried depth is determined according to the specific engineering geological conditions; same.

The thickness, width and buried depth of the ground connecting wall 1 described in this embodiment are determined according to the specific engineering geological conditions and the size of the occlusal pile. 1.2m, and at least 200mm smaller than the diameter of the adjacent occlusal pile 2, so that the two can be closely connected; the diameter and buried depth of the occlusal pile 2 are determined according to the engineering geological conditions, the diameter is not less than 1000mm, and at least C25 ultra-retarded concrete is used For pouring, the interlocking with the adjacent piles shall not be less than 300mm; the diameter and buried depth of the interlocking piles and piles 3 shall be determined according to the engineering geological conditions, and the diameter shall not be less than 1000mm, and shall be poured with at least C45 underwater concrete. The inter-occlusion is not less than 300mm; the diameter of the rotary grouting pile 4 is the same as that of the occlusal pile, and at least ordinary portland cement with a label of 42.5 is used to tangent to the occlusal pile 3, the occlusal pile 2, and the ground-connected wall 1. The reinforcement depth is from the ground to the elevation of the occlusal pile bottom; the diameter of the steel flower tube 5 is determined according to the specific engineering geological conditions, generally A42 steel flower tubes are used, and the steel pipes are connected by welding; the diameter and buried depth of the grouting pipe 6 should be determined according to the specific engineering geological conditions If the situation is determined, the steel pipes shall be connected with threaded fasteners.

Example 2:

In this embodiment, the water-stopping structure at the joint between the occlusal pile and the ground wall described in Example 1 is applied to the joint between the occlusal pile and the underground diaphragm wall in a certain subway station, and the water-stop at the joint between the occlusal pile and the ground wall The main structure of the structure includes the ground connection wall 1, the wall thickness is 800mm, the width is 6.0m, and the buried depth is 26m. It is poured with C45 underwater concrete; The burial depth is 26m, poured with C25 ultra-retarded concrete; 3 occlusal piles, 1000mm in diameter, 700mm away from adjacent piles, 300mm in occlusal, 26m deep, poured with C45 underwater concrete; 4 rotary grouting piles, 1000mm in diameter , with a buried depth of 26m, 4 rotary grouting piles interlocked by 300mm, tangent to the ground connection wall 1, occlusal pile 2, and occlusal pile 3, poured with ordinary Portland cement with a label of 42.5; steel flower pipe 5 with A42 Steel flower pipe, pipe wall thickness 3mm, 8mm grouting holes around the pipe wall, welding between steel flower pipes, buried depth 26m; grouting pipe 6 uses A42 grouting pipe, pipe wall thickness 3mm, 8mm grouting holes around the pipe wall , the grouting pipes are connected by screws, and the burial depth is 26m; the distance between the occlusal pile 2 and the occlusal pile 3 is 700mm, and the occlusion is 300mm. The occlusal pile 2 is adjacent to the ground wall 1, which is convenient for the ground wall 1 Bite; Bind two A42 steel flower pipes 5 to the steel cage on the joint side of the ground connection wall 1, and the depth of burial is 26m. Carry out the construction of the ground connection wall 1, so that the ground connection wall 1 and the adjacent occlusal piles are engaged by 200mm; on the outside of the ground connection wall 1 and the occlusal piles, a double row of A42 grouting pipes 6 is drilled, with a distance of 1m, a total of 8 pieces, buried The depth is 12m; on the outside of the ground connection wall 1 and the occlusal piles, a total of 9 double-row jet grouting piles 4 are added, with a diameter of 1000mm. 2. The occlusal pile and meat pile are 3 tangent.

The concrete implementation method of this embodiment is:

Step 1: Use Φ1000@700mm casing occlusal piles. When constructing occlusal piles, the occlusal pile adjacent to ground connection wall 1 is plain pile 2, which facilitates the interlocking between ground connection wall 1 and adjacent occlusal pile plain piles 2; After laying out and positioning, the drilling rig is in place, and the soil is taken to form a hole until the design hole bottom elevation. For the occlusal pile, the steel cage is lifted after the hole inspection is qualified, and then the concrete is poured and the pipe is pulled out to form a pile;

Step 2: Preparation of the ground connection wall for groove formation, the setting-out positioning of the ground connection wall 1 and the construction of the guide wall, the preparation of mud, and then a test groove. The specific construction process of the test groove is the same as the normal groove construction;

Step 3: The ground connection wall is conventionally grooved, and the position of the ground connection wall 1 is determined according to the design drawings and the guide wall, and the groove forming machine is used for excavation. In this example, the XCMG 480 hydraulic grab groove machine is used to form the groove. Use mud to protect the wall until the depth is the same as the buried depth of adjacent occlusal piles, and then carry out slot hole acceptance;

Step 4: When the ground connection wall 1 is grooved, use a rotary drill to expand the width of the grooved wall to 1000mm on the side close to the interlocking pile plain pile 2, so as to ensure that the concrete can flow around the back of the channel steel when pouring concrete, and connect with the interlocking pile element. The piles 2 are tightly combined, so that the connection between the occlusal pile plain pile 2 and the ground connection wall 1 is firmer;

Step 5: Use the rotary drilling drill to remove the occlusal piles 2 at some joints, so that the ground connection wall 1 and the adjacent occlusal piles 2 have at least 300 mm of occlusal. During the process, pay attention to controlling the specific gravity of the mud at 1.1g/cm ³ ~ 1.25g/cm ³ , to ensure that the hole wall does not collapse until the bottom of the wall is reached. The mud uses bentonite, soda ash, CMC, barite, anti-leakage agent and tap water as raw materials, and the ratio of raw materials is 100:4:1 : 1: 2: 1000, it is formed through the second mixing of cleaning slurry, mixing and mixing;

Step 6: Clean the bottom and clean the holes after the ground connection wall 1 is grooved. In this example, the rotary drilling and fishing method is used to clean the bottom. After the fishing is completed, use positive circulation to clean the hole to ensure that the sediment at the bottom of the tank is not greater than 50mm, and the specific gravity of the mud at the bottom of the tank after cleaning the hole is not greater than 1.15;

Step 7: After the groove is formed, use a wire brush to repeatedly clean the side walls of the adjacent finished pile plain pile 2 to ensure that the side walls are not sticky and the walls are tightly connected. After the wall is finished, clean the mud on the wall brusher in time, and check the condition of the steel wire, and repair it in time if there is any loss;

Step 8: Carry out the production of the reinforcement cage, remove the rust of the reinforcement before the production, use the molding method to manufacture the reinforcement cage, strictly control the welding quality during welding, and determine the width of the reinforcement cage according to the position and diameter of the occlusal pile plain pile 2, which is convenient The ground connection wall 1 is engaged with the adjacent occlusal pile 2;

Step 9: Lay two steel flower tubes 5 between the ground wall body 1 and the adjacent occlusal pile 2, and connect the two steel flower tubes with welding, and bind them to the reinforcement cage on the side of the seam, and the two steel flower tubes 5 Arranged in parallel, with a spacing of 400mm, buried to the design height of the bottom of the ground connection wall, which is convenient for concrete pouring for grouting, water sealing and reinforcement, and the position of the conduit should be appropriately close to the joint channel steel;

Step 10: Hoist the reinforcement cage. During hoisting, control the position of the channel steel of this section of the reinforcement cage as close as possible to the occlusal pile body 2 of the completed pile to reduce the gap between them, so that the ground connection wall 1 and the adjacent occlusal pile plain pile 2 after pouring concrete The connection is firm;

Step 11: Use C45 underwater concrete to pour the concrete of this section of the wall. When pouring, pay attention to ensure the good fluidity of the underwater concrete to ensure the quality of the concrete wall. After the pouring, the continuous pouring of the concrete must be ensured. The conduit moves 30cm up and down to ensure the pouring quality;

Step 12: Drill double rows of grouting pipes 6 along the outside of the joint, and carry out grouting construction to ensure that the joint is watertight and strengthened. Double rows of A42 grouting pipes are drilled on the outside of the seam, with a distance of 1m, a total of 8 pieces. The steel pipes are connected by screws, and the thickness of the pipe wall is 3mm. The reinforcement depth of this project is 12m below the ground and 1m into the silty clay layer; The machine makes a hole on the outside of the joint between the ground connection wall and the occlusal pile, and then manually drives the grouting pipe vertically into the hole; during the grouting operation, the grouting pressure is controlled at 2-4Mpa, and the cement used to prepare the grout is the label 42.5 Ordinary Portland cement, first use cement slurry with a weight ratio of 1:1 to inject two holes, if the injectability is good, adjust the water-cement ratio to 0.5-0.6;

Step 13: Three days after the construction of the ground connection wall 1 is completed, inject water into the pre-embedded steel flower tube 5 to ensure the smooth flow of the grouting pipeline and the splitting of the annular tube, and prepare for the grouting in the future. When injecting water, pay attention at any time The lowering position of the water surface and the output pressure of the grouting pump should not be too much or too little. After dredging, use a grouting pump with a pressure gauge to grout. The grout is prepared with ordinary Portland cement with a label of 42.5. 2-4Mpa, first use cement slurry with a weight ratio of 1:1 to try to inject two holes, if the gap is large, adjust the water-cement ratio to 0.5-0.6;

Step 14: Use double-row jet grouting piles 4 on the outer side of the occlusal piles 2 and the ground connection wall 1. In this example, there are 9 rotary grouting piles 4, and the occlusion between the piles is 300mm. Avoid the occlusal piles when positioning the lines The double-row grouting pipes buried outside the joint with the ground connection wall are drilled with mud retaining wall rotary drilling to maintain the stability of the hole wall. Ordinary Portland cement with a label of 42.5 is used, and the reinforcement depth is from the ground to the bottom of the underground diaphragm wall 1 design elevation;

Step 15: If there is seepage in the joints in the later stage, you can chisel and clean the wall, and then use Shuangkuai cement to seal it; if it is serious, chisel to clean the leaking point, insert the diversion tube, and apply the sealing material (sealing spirit , rapid hardening cement, etc.), block the diversion pipe, and finally perform grouting treatment on the outside of the enclosure structure or below the leakage point, supplement grouting reinforcement, and continue excavation after the leakage water is sealed.

The grouting material used for grouting described in this embodiment selects 425# sulfate-resistant cement (resistance to sulfate erosion), and the water-cement ratio is 0.5, and 0.2% basalt fiber is added in the slurry to improve crack resistance (fiber monofilament diameter 12=3um, density 2.65kg/m3, average length 6mm, tensile strength 2000MPa, elastic modulus 90GPa, ultimate elongation 3.5%).

The proportioning (%) of the wall protection mud described in this embodiment is water: bentonite: carboxymethyl cellulose: barite=100: 10: 0.3: 0.02, wherein the liquid level in the control tank is higher than the groundwater level by 1m The specific gravity of the mud is controlled between 1.05 and 1.15; the viscosity of the mud is controlled between 20 and 22s; the PH value of the mud does not exceed 10.5, and it has the functions of suspending drilling slag, cooling the drill bit, and lubricating the drilling tool, and can increase the hydrostatic pressure. The wall forms a mud skin, and the seepage inside and outside the partition groove prevents the retaining wall from collapsing.

Claims (3)

1. a kind of interlocking pile and ground-connecting-wall seam crossing water-stopping method, it is characterised in that pass through interlocking pile and ground-connecting-wall seam crossing sealing Structure realization, detailed process are as follows:

Step 1: carrying out the construction of interlocking pile, being engaged with ground-connecting-wall is interlocking pile element stake, and after unwrapping wire positioning, drilling machine is in place, takes For native pore-forming until design bottom hole absolute altitude, for example Yao He Zhuan Quan hang steel reinforcement cage, after-pouring concrete after pore-forming passed examination Tube drawing pile；

Step 2: the preparation of ground-connecting-wall construction positions construction of guide wall, preparation using the unwrapping wire that prior art carries out ground-connecting-wall Then mud tries grooving；

Step 3: ground-connecting-wall routine grooving according to design requirement and leads the position that wall determines ground-connecting-wall, and chute forming machine carries out excavation work Industry uses mud off when grooving, until depth is identical as adjacent interlocking pile buried depth, and carries out an acceptance inspection to slot；

Step 4: when ground-connecting-wall grooving, grooving width of wall body at least 200mm is expanded using churning driven close to interlocking pile element stake side, When ensuring casting concrete, concrete can combine closely around the channel steel back side is flowed through with interlocking pile element stake, make the stake of interlocking pile element and ground Even it is connected firmly between wall；

Step 5: being bored using churning driven except interlocking pile element stake at Partial seams, make ground-connecting-wall and adjacent interlocking pile element stake at least 300mm is engaged, and pays attention to control mud balance in 1.1g/cm in work progress³~1.25g/cm³, until the elevation of wall bottom；

Step 6: clear bottom, borehole cleaning operation are carried out after grooving, using fishing method is grabbed, direct circulation borehole cleaning operation is can be used in borehole cleaning at clear bottom, to Stop clear bottom after the completion of mud displacement in slot；

Step 7: after grooving, clearing up adjacent interlocking pile element stake side wall repeatedly using wire brush, it is ensured that side wall not foundry loam, it is ensured that with ground Even wall is completely embedded, and is up and down reciprocatingly scrubbed no less than 20 times using brush wall device, has been brushed in time that the mudcake on brush wall device is clear after wall Wash clean, and check steel wire situation, such as lossy timely repairing；

Step 8: carrying out the production of steel reinforcement cage, first derust to reinforcing bar before production, steel reinforcement cage, weldering are made using mould method moulding process Strict control welding quality when connecing determines fabrication of reinforcing cage width according to interlocking pile element stake position；

Step 9: two steel floral tubes are buried between ground-connecting-wall wall and adjacent interlocking pile element stake, after welding between two steel floral tubes With on the steel reinforcement cage of interlocking pile element stake side, two steel floral tube parallel arrangements are buried to ground-connecting-wall wall bottom design height, are convenient for for binding Casting concrete carries out ejection for water plugging reinforcement, and Grouting Pipe position should be appropriate at seam channel steel；

Step 10: carrying out the lifting of steel reinforcement cage, when lifting controls this section of steel reinforcement cage channel steel position as close as possible to pile interlocking pile Plain stake, the gap between reduction, it is firm to make to connect between ground-connecting-wall and interlocking pile element stake；

Step 11: pouring this section of walls concrete, pay attention to ensuring Underwater Concrete preferable mobility when pouring, it is ensured that concrete wall matter Amount, opening needs to guarantee concrete continuous casting after pouring, and in joint area casting, so that Grouting Pipe is done 30cm up and down motion, it is ensured that pour Build quality；

Step 12: double rows slip casting pipe, the quantity and spacing root of Grouting Pipe are set on the outside of ground-connecting-wall and the seam of interlocking pile element stake It is determined according to concrete engineering geological hydrology condition, carries out mortar depositing construction, guarantee that the joint seal is reinforced；

Step 13: after ground-connecting-wall construction is completed 3 days, pre-buried steel floral tube being filled the water, to guarantee the unimpeded and ring of grouting pipeline The splitting of shape pipe, is ready for cement injection, when water filling, pays attention to the down position of the water surface and the output pressure of mudjack at any time The MPa of 0.5 MPa~0.7, pressure water should not be also unsuitable very little too much, and the water filling dredging post-infusion cement slurry of steel floral tube 5 is reinforced, it is ensured that is connect Sealing quality at seam.

Step 14: being reinforced in the stake of interlocking pile element and ground-connecting-wall outside using double rotary churning pile, the diameter and quantity root of rotary churning pile It is determined according to concrete engineering geological hydrology condition, 200mm is at least engaged between rotary churning pile stake, and unwrapping wire avoids interlocking pile and ground even when positioning Inbuilt double rows slip casting on the outside of wall joint uses mud off rotary drilling when drilling, and hole wall is maintained to stablize, and at least uses label 42.5 ordinary portland cement, reinforcement depth are ground to underground continuous wall bottom designed elevation；

Step 15: if percolation phenomenon occurs in later period seam, metope being carried out to pick chisel cleaning, is then sealed with double-quick cement It is stifled；Chisel cleaning leakage point is picked when serious, is inserted into diversion pipe, is smeared plugging material and is blocked diversion pipe, finally on the outside of building enclosure Or injecting treatment is carried out below leakage point, grouting and reinforcing is supplemented, percolating water can continue to excavate after the completion of blocking.

2. interlocking pile and ground-connecting-wall seam crossing water-stopping method according to claim 1, it is characterised in that the interlocking pile and ground Even wall seam crossing water sealing structure main structure include ground-connecting-wall, the stake of interlocking pile element, Yao He Zhuan Quan, rotary churning pile, steel floral tube and Grouting Pipe；Yao He Zhuan Quan are alternatively arranged with interlocking pile element stake, are mutually twisted to form interlocking pile, ground-connecting-wall and adjacent interlocking pile element Stake occlusion, diaphram wall buried depth are identical as adjacent interlocking pile element stake buried depth；Steel floral tube is welded on ground-connecting-wall and adjacent interlocking pile On the steel reinforcement cage of plain stake sides adjacent, buried depth is identical as ground-connecting-wall buried depth；Grouting Pipe is embedded in the stake of interlocking pile element and ground-connecting-wall seam Place outside, buried depth are determined according to concrete engineering geological conditions；Rotary churning pile is located on the outside of the stake of interlocking pile element and ground-connecting-wall seam crossing, is buried It is deep identical as ground-connecting-wall buried depth.

3. interlocking pile and ground-connecting-wall seam crossing water-stopping method according to claim 2, it is characterised in that the thickness of the ground-connecting-wall Degree, breadth and buried depth determine that diaphram wall breadth is not more than 6m according to the size of concrete engineering geological condition and interlocking pile, bury Depth is 10m to 50m, with a thickness of 0.5m to 1.2m, and is less than adjacent interlocking pile element stake diameter at least 200mm, so that the two is close Connection；The diameter and buried depth of interlocking pile element stake determine that diameter is not less than 1000mm according to engineering geological condition, at least super with C25 Retarded concrete pours, and is engaged between adjacent studs stake not less than 300mm；The diameter and buried depth of Yao He Zhuan Quan should according to engineering Matter condition determines that diameter is engaged not small not less than 1000mm at least with the underwater coagulation concreting of C45 between adjacent studs stake In 300mm；The diameter of rotary churning pile is identical as interlocking pile diameter, the ordinary portland cement of label 42.5 is at least used, with interlocking pile Quan, the stake of interlocking pile element, ground-connecting-wall stake it is tangent, reinforcement depth is ground to interlocking pile stake bottom absolute altitude；The diameter of steel floral tube according to Concrete engineering geological condition determines, generally uses A42 steel floral tube, uses and be welded to connect between steel pipe；Diameter, the buried depth of Grouting Pipe are answered It should be determined according to concrete engineering geological condition, screwed connection is used between steel pipe.