CN110409511B - Water stopping method for joint of secant pile and diaphragm wall - Google Patents
Water stopping method for joint of secant pile and diaphragm wall Download PDFInfo
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- CN110409511B CN110409511B CN201910669418.4A CN201910669418A CN110409511B CN 110409511 B CN110409511 B CN 110409511B CN 201910669418 A CN201910669418 A CN 201910669418A CN 110409511 B CN110409511 B CN 110409511B
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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
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/16—Arrangement or construction of joints in foundation structures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/02—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against ground humidity or ground water
Abstract
The invention belongs to the technical field of building engineering, and relates to a water stopping method at a joint of an occlusive pile and an underground continuous wall, wherein a concrete pile of the occlusive pile and an plain pile of the occlusive pile are arranged at intervals and mutually occluded to form the occlusive pile, a ground connecting wall is occluded with an adjacent plain pile of the occlusive pile, a steel perforated pipe is welded on a reinforcement cage at the adjacent side of the ground connecting wall and the adjacent plain pile of the occlusive pile, a grouting pipe is embedded at the outer side of the joint of the plain pile of the occlusive pile and the ground connecting wall, a jet grouting pile is arranged at the outer side of the joint of the plain pile of the occlusive pile and the ground connecting wall, through the occlusion of the diaphragm wall and the adjacent pile body, steel perforated pipes are embedded between the diaphragm wall body and the occlusion pile, double rows of grouting pipes are arranged outside the joint of the diaphragm wall and the occlusion pile, and the secant pile and the outer side of the underground continuous wall are subjected to a series of structures and measures such as reinforcing the rotary jet grouting pile, the water stop problem at the joint of the secant pile and the underground continuous wall is solved, the waterproof and anti-leakage performance of the joint is improved, and the stability and the safety of the foundation pit are enhanced.
Description
The technical field is as follows:
the invention belongs to the technical field of building engineering, and relates to a water stopping method for a joint of an occlusive pile and an underground continuous wall of a foundation pit supporting structure.
Background art:
with more and more subway projects in China, various buildings around urban subway foundation pits are dense, the surrounding environment and the water and soil geological conditions are complex, the construction difficulty is high, and a new foundation pit supporting mode needs to be explored.
At present, the common foundation pit supporting forms of subway engineering include secant piles, underground continuous walls and the like. The secant pile is a foundation pit supporting structure formed by mutually meshing reinforced concrete piles and plain piles between adjacent piles in a planar arrangement, and is used as the foundation pit supporting structure of subway engineering. The secant pile is lower than the reinforcement rate of the underground continuous wall, and the reinforcement rate of the supporting structure can be reduced to a great extent and the fund is saved due to the adoption of the construction mode of arranging the reinforced concrete columns and the plain concrete piles at intervals. The secant pile has strong anti-seepage capability because the secant pile is continuously constructed, no construction cold joint exists between the columns and no soil is mixed, the construction cold joint at the framing joint of the underground continuous wall is often a weak link for seepage prevention, and if the wall brushing effect of the underground continuous wall is not in place, the hidden danger of water seepage can be remained. The secant pile is flexible in construction, and the secant pile can turn the transformation line as required, so that the secant pile is more suitable for foundation pit support with changeable side walls of some foundation pits.
The underground continuous wall is formed by digging a groove with a certain size at a designed position by utilizing various trenching machines and the wall protection effect of slurry, then lifting and lowering a reinforcement cage, and pouring concrete. The vibration is less during the underground diaphragm wall construction, and the noise is lower, and is less to the peripheral influence, is fit for in city construction. The underground continuous wall has high rigidity, can bear larger soil pressure after foundation pit excavation, rarely has foundation settlement or collapse accidents in engineering application, has better seepage-proofing performance, and has better water-stopping and seepage-proofing effects if the joint form and the construction method are proper. The underground continuous wall is suitable for various geological conditions and has a wide application range.
If the secant pile is combined with the underground continuous wall, two supporting structures are simultaneously used in the same project according to geological conditions, and the advantages of the secant pile and the underground continuous wall can be fully utilized. However, the problem of water stop at the joint of the occlusive pile and the underground continuous wall is a serious difficulty, and once water leakage occurs at the joint of the occlusive pile and the underground continuous wall, the plugging work is very difficult, and the safety of a foundation pit and the surrounding environment can be influenced. At present, no effective system construction method exists. Therefore, a method for stopping water at the joint of the occlusive piles and the diaphragm wall is urgently designed.
The invention content is as follows:
the invention aims to overcome the defects in the prior art, and provides a water stopping method for the joint of an occlusive pile and an underground continuous wall aiming at the problem of water leakage at the joint of the occlusive pile and the underground continuous wall, so that the waterproof and anti-leakage performance of the joint is improved, and the stability and the safety of a foundation pit are enhanced.
In order to achieve the purpose, the invention is realized by a water stop structure at the joint of the occlusive pile and the diaphragm wall, and the concrete process is as follows:
step 1: constructing an occlusive pile, namely, an occlusive pile plain pile occluded with the underground diaphragm wall, paying off and positioning, positioning by a drilling machine, taking soil and forming a hole until the elevation of the bottom of the designed hole, if the occlusive pile concrete pile is qualified in hole forming inspection, hanging a reinforcement cage, and then pouring concrete and pulling out a pipe to form a pile;
step 2: preparing the diaphragm wall construction, namely performing the paying-off positioning guide wall construction of the diaphragm wall by adopting the prior art, preparing slurry and then trying to form a groove;
and step 3: conventionally grooving the diaphragm wall, determining the position of the diaphragm wall according to design requirements and a guide wall, excavating by using a grooving machine, protecting the wall by using slurry until the depth is the same as the buried depth of an adjacent secant pile during grooving, and checking and accepting the groove hole;
and 4, step 4: when the underground diaphragm wall is grooved, the width of the grooved wall body is expanded by adopting a rotary drilling rig at least 200mm close to one side of the secant pile element pile, so that when concrete is poured, the concrete can flow around the back of the channel steel and is tightly combined with the secant pile element pile, and the secant pile element pile and the underground diaphragm wall are firmly connected;
and 5: adopting a rotary drilling rig to drill off partial secant pile element piles at the joints, ensuring that the ground diaphragm wall is meshed with the adjacent secant pile element piles by at least 300mm, and paying attention to control the specific gravity of slurry to be 1.1g/cm in the construction process3～1.25g/cm3Until the elevation of the wall bottom is reached;
step 6: performing bottom cleaning and hole cleaning operation after the groove is formed, wherein the bottom cleaning adopts a grabbing method, the hole cleaning adopts positive circulation hole cleaning operation, and the bottom cleaning is stopped after the slurry in the groove is replaced;
and 7: after grooving, repeatedly cleaning the side wall of the plain pile of the adjacent occlusive pile by using a steel wire brush to ensure that the side wall is not adhered with mud and is tightly connected with the diaphragm wall, repeatedly brushing the side wall up and down for no less than 20 times by using a wall brushing device, timely cleaning mud on the wall brushing device after finishing brushing the wall, checking the condition of the steel wire, and timely repairing if the steel wire is lost;
and 8: the manufacturing of the reinforcement cage is carried out, the reinforcement is derusted before the manufacturing, the reinforcement cage is manufactured by adopting a mould forming process, the welding quality is strictly controlled during welding, and the manufacturing width of the reinforcement cage is determined according to the position of the plain pile of the secant pile;
and step 9: two steel floral tubes are embedded between the wall body of the diaphragm wall and the adjacent plain pile of the secant pile, the two steel floral tubes are welded and then bound on a reinforcement cage at the side of the plain pile of the secant pile, the two steel floral tubes are arranged in parallel and embedded to the bottom of the diaphragm wall at a designed height, so that concrete can be poured conveniently for grouting, water stopping and reinforcement, and the position of a grouting pipe is properly close to the position of a joint channel steel;
step 10: hoisting the steel reinforcement cage, controlling the position of the steel reinforcement cage channel steel of the section to be close to the formed occlusive pile plain pile as much as possible during hoisting, reducing the gap between the steel reinforcement cage channel steel and the occlusive pile plain pile, and firmly connecting the underground diaphragm wall and the occlusive pile plain pile;
step 11: pouring the section of wall body concrete, and during pouring, paying attention to ensure better fluidity of underwater concrete and quality of the concrete wall body, wherein after pouring, the concrete needs to be ensured to be continuously poured, and in pouring at a joint part, a grouting pipe moves up and down by 30cm to ensure the pouring quality;
step 12: double rows of grouting pipes are arranged along the outer side of a joint of the diaphragm wall and the plain pile of the occlusive pile, the number and the spacing of the grouting pipes are determined according to the concrete engineering geological hydrological conditions, grouting construction is carried out, and water stop reinforcement of the joint is ensured;
step 13: after the diaphragm wall construction is completed for 3 days, water is injected into the embedded steel perforated pipe to ensure the smoothness of a grouting pipeline and the splitting of the annular pipe, so that preparation is made for cement injection, the descending position of the water surface and the output pressure of a grouting pump are noticed at any time during water injection, the pressure is not too high or too low, the cement injection is reinforced after the steel perforated pipe 5 is dredged by water injection, and the water stopping quality of a joint is ensured.
Step 14: the method comprises the following steps of (1) reinforcing the outer sides of plain piles and underground diaphragm walls of occlusive piles by adopting double-row rotary spraying piles, determining the diameter and the number of the rotary spraying piles according to concrete engineering geological and hydrological conditions, interlocking the rotary spraying piles by at least 200mm, avoiding double-row grouting embedded outside the joints of the occlusive piles and the underground diaphragm walls during setting-out and positioning, drilling holes by adopting mud wall protection rotary drilling, maintaining the stability of hole walls, at least adopting common Portland cement with the label of 42.5, and designing the reinforcing depth to be the elevation from the ground to the bottom of the underground diaphragm wall;
step 15: if seepage occurs in later joints, chiseling and cleaning the wall surface, and then plugging by using double-quick cement; and when the water leakage is serious, chiseling to clean the water leakage point, inserting the guide pipe, smearing a plugging material (plugging agent, quick-hardening cement and the like) to plug the guide pipe, finally performing grouting treatment on the outer side of the enclosure structure or below the water leakage point, supplementing grouting reinforcement, and continuously excavating after the water leakage plugging is finished.
The grouting material for grouting provided by the invention selects 425# sulfate-resistant cement (resisting sulfate erosion), the water cement ratio is 0.5, and 0.2% of basalt fiber is added into the slurry to improve the crack resistance (the fiber monofilament diameter is 12 ═ 3um, the density is 2.65kg/m3, the average length is 6mm, the tensile strength is 2000MPa, the elastic modulus is 90GPa, and the ultimate elongation is 3.5%).
The proportion (%) of the slurry for the wall protection is 100: 10: 0.3: 0.02 of water, bentonite, carboxymethyl cellulose and barite, wherein the liquid level in the control tank is higher than the underground water level by 1 m; the specific gravity of the slurry is controlled to be 1.05-1.15; controlling the viscosity of the slurry to be 20-22 s; the pH value of the slurry is not more than 10.5, the slurry has the functions of suspending drilling slag, cooling a drill bit and lubricating a drilling tool, the hydrostatic pressure can be increased, a mud skin is formed on the wall of the groove, the seepage inside and outside the groove is isolated, and the wall protection is prevented from collapsing.
The main structure of the water stop structure at the joint of the secant pile and the underground diaphragm wall comprises the underground diaphragm wall, a secant pile plain pile, a secant pile concrete pile, a rotary jet pile, a steel flower pipe and a grouting pipe; the secant pile concrete piles and the secant pile plain piles are arranged at intervals and are mutually secant to form secant piles, the underground diaphragm wall is secant with the adjacent secant pile plain piles, and the buried depth of the underground diaphragm wall is the same as that of the adjacent secant pile plain piles; the steel perforated pipe is welded on the reinforcement cage at the adjacent side of the underground diaphragm wall and the adjacent secant pile plain pile, and the burial depth is the same as that of the underground diaphragm wall; the grouting pipe is embedded at the outer side of the joint of the plain pile of the occlusive pile and the diaphragm wall, and the embedding depth is determined according to specific engineering geological conditions; the jet grouting pile is arranged on the outer side of the joint of the plain pile of the secant pile and the diaphragm wall, and the burial depth is the same as that of the diaphragm wall.
The thickness, the breadth and the buried depth of the underground continuous wall are determined according to the specific engineering geological condition and the size of the secant pile, the breadth of the underground continuous wall is not more than 6m, the buried depth is 10m to 50m, the thickness is 0.5m to 1.2m, and the diameter of the underground continuous wall is at least 200mm smaller than the diameter of the adjacent secant pile element pile, so that the underground continuous wall and the secant pile are tightly connected; the diameter and the burial depth of the plain pile of the occlusive pile are determined according to engineering geological conditions, the diameter is not less than 1000mm, at least C25 super-retarding concrete is used for pouring, and the occlusion between the plain pile and the adjacent pile is not less than 300 mm; the diameter and the burial depth of the concrete pile of the secant pile are determined according to engineering geological conditions, the diameter is not less than 1000mm, at least C45 underwater concrete is used for pouring, and the secant between the concrete pile and the adjacent pile is not less than 300 mm; the diameter of the rotary spraying pile is the same as that of the secant pile, at least common portland cement with the reference number of 42.5 is cut with the secant pile concrete pile, the secant pile plain pile and the underground diaphragm wall pile, and the reinforcement depth is from the ground to the pile bottom elevation of the secant pile; the diameter of the steel perforated pipe is determined according to the specific engineering geological condition, the A42 steel perforated pipe is generally adopted, and the steel pipes are connected by welding; the diameter and the burial depth of the grouting pipe are determined according to specific engineering geological conditions, and the steel pipes are connected through screw threads.
Compared with the prior art, the invention provides an effective water stopping structure and method at the joint of the secant pile and the underground continuous wall, and solves the water stopping problem at the joint of the secant pile and the underground continuous wall, improves the waterproof and anti-leakage performance at the joint, and enhances the stability and the safety of a foundation pit through a series of structures and measures that the underground continuous wall is meshed with an adjacent pile body, a steel perforated pipe is embedded between the wall body of the underground continuous wall and the secant pile, double rows of grouting pipes are arranged outside the joint of the underground continuous wall and the secant pile, and the rotary jet pile reinforcement is carried out outside the secant pile and the underground continuous wall.
Description of the drawings:
fig. 1 is an overall plan view schematically showing a water stopping structure at a joint of a secant pile and an underground diaphragm wall according to the present invention.
Fig. 2 is a 1-1 section view of a water stop structure at a joint of an occlusive pile and an underground continuous wall, wherein 1 is the underground continuous wall, 2 is an occlusive pile plain pile, 3 is an occlusive pile meat pile, 4 is a rotary jet pile, 5 is a steel flower pipe, 6 is a grouting pipe, H1 is the depth from the ground to the bottom of the wall of the underground continuous wall, and H2 is the buried depth of the grouting pipe.
The specific implementation mode is as follows:
the present invention will be described in further detail below with reference to specific examples and the accompanying drawings. It should not be understood that the scope of the above-described subject matter of the present invention is limited to the following examples, and that any techniques implemented based on the teachings of the present invention are within the scope of the present invention.
Example 1:
the main structure of the water stop structure at the joint of the secant pile and the underground diaphragm wall comprises an underground diaphragm wall 1, an secant pile plain pile 2, an secant pile concrete pile 3, a jet grouting pile 4, a steel perforated pipe 5 and a grouting pipe 6; the secant pile concrete piles 3 and the secant pile plain piles 2 are arranged at intervals and are mutually secant to form secant piles, the underground diaphragm wall 1 is secant with the adjacent secant pile plain piles 2, and the buried depth of the underground diaphragm wall 1 is the same as that of the adjacent secant pile plain piles 2; the steel perforated pipe 5 is welded on the reinforcement cage at the adjacent side of the underground diaphragm wall 1 and the adjacent secant pile plain pile 2, and the burial depth is the same as that of the underground diaphragm wall 1; the grouting pipe 6 is buried at the outer side of the joint of the secant pile element pile 2 and the underground diaphragm wall 1, and the buried depth is determined according to specific engineering geological conditions; the jet grouting pile 4 is arranged on the outer side of the joint of the plain pile 2 of the secant pile and the diaphragm wall 1, and the burial depth is the same as that of the diaphragm wall 1.
The thickness, the breadth and the buried depth of the underground continuous wall 1 are determined according to the specific engineering geological conditions and the size of the secant pile, the breadth of the underground continuous wall is not more than 6m, the buried depth is 10m to 50m, the thickness is 0.5m to 1.2m, and the diameter of the underground continuous wall is at least 200mm smaller than the diameter of the adjacent secant pile element pile 2, so that the underground continuous wall and the secant pile element pile are tightly connected; the diameter and the buried depth of the secant pile element pile 2 are determined according to engineering geological conditions, the diameter is not less than 1000mm, at least C25 super-retarding concrete is used for pouring, and the secant between the secant pile element pile and an adjacent pile is not less than 300 mm; the diameter and the burial depth of the secant pile concrete pile 3 are determined according to engineering geological conditions, the diameter is not less than 1000mm, at least C45 underwater concrete is used for pouring, and the secant between the secant pile concrete pile and an adjacent pile is not less than 300 mm; the diameter of the jet grouting pile 4 is the same as that of the secant pile, at least ordinary portland cement with the reference number of 42.5 is tangent to the secant pile concrete pile 3, the secant pile plain pile 2 and the underground diaphragm wall 1, and the reinforcement depth is from the ground to the pile bottom elevation of the secant pile; the diameter of the steel perforated pipe 5 is determined according to the specific engineering geological condition, an A42 steel perforated pipe is generally adopted, and the steel pipes are connected in a welding mode; the diameter and the burial depth of the grouting pipe 6 are determined according to specific engineering geological conditions, and the steel pipes are connected through screw threads.
Example 2:
in this embodiment, the water stop structure at the joint between the secant pile and the underground diaphragm wall in embodiment 1 is applied to the joint between the secant pile and the underground diaphragm wall in a certain subway station, and the main structure of the water stop structure at the joint between the secant pile and the underground diaphragm wall comprises an underground diaphragm wall 1, the wall thickness is 800mm, the width is 6.0m, the buried depth is 26m, and C45 underwater concrete is adopted for pouring; the diameter of each secant pile element pile 2 is 1000mm, the distance between each secant pile element pile and an adjacent pile is 700mm, the secant pile is 300mm, the buried depth is 26m, and C25 ultra-retarding concrete is adopted for pouring; the diameter of the secant pile concrete pile 3 is 1000mm, the distance between the secant pile and an adjacent pile is 700mm, the secant pile is 300mm, the buried depth is 26m, and C45 underwater concrete is adopted for pouring; the diameter of each jet grouting pile 4 is 1000mm, the burial depth is 26m, the jet grouting piles 4 are mutually occluded by 300mm, and are tangent to the underground diaphragm wall 1, the secant pile plain pile 2 and the secant pile concrete pile 3 and poured by common Portland cement with the reference number of 42.5; the steel perforated pipe 5 is an A42 steel perforated pipe, the wall thickness of the pipe is 3mm, the periphery of the pipe wall is 8mm mud jacking holes, the steel perforated pipes are welded, and the burial depth is 26 m; the grouting pipe 6 is an A42 grouting pipe, the wall thickness of the pipe is 3mm, the periphery of the pipe wall is 8mm grouting holes, the grouting pipes are connected by screw threads, and the embedding depth is 26 m; the pile spacing between the secant pile element pile 2 and the secant pile concrete pile 3 is 700mm, the secant pile element pile 2 is meshed with 300mm, and the secant pile element pile is adjacent to the ground connection wall 1 and is convenient to mesh with the ground connection wall 1; two A42 steel floral tubes 5 are bound on a reinforcement cage at the joint side of the diaphragm wall 1, and the burial depth is 26 m. Constructing the diaphragm wall 1 to ensure that the diaphragm wall 1 is occluded with the adjacent occlusive pile plain pile by 200 mm; double rows of A42 grouting pipes 6 are arranged on the outer sides of the diaphragm wall 1 and the secant pile in a driving mode, the distance is 1m, the number of the grouting pipes is 8, and the buried depth is 12 m; and 9 double-row rotary spraying piles 4 with the diameter of 1000mm are additionally arranged on the outer sides of the diaphragm wall 1 and the secant pile, the rotary spraying piles 4 are mutually meshed for 300mm, and 9 rotary spraying piles are tangent to the diaphragm wall 1, the secant pile vegetable pile 2 and the secant pile meat pile 3.
The specific implementation method of the embodiment is as follows:
step 1: the sleeve occlusive pile with the diameter phi of 1000@700mm is adopted, when the construction of the occlusive pile is carried out, the occlusive pile adjacent to the underground diaphragm wall 1 is the plain pile 2, so that the occlusion between the underground diaphragm wall 1 and the plain pile 2 of the adjacent occlusive pile is facilitated; after paying off and positioning, a drilling machine is put in place, soil is taken out and holes are formed until the elevation of the bottom of a designed hole is reached, if the concrete pile of the secant pile is qualified in hole forming inspection, a reinforcement cage is hoisted, and then concrete is poured to form a pile by pulling out a pipe;
step 2: preparing a ground connecting wall grooving, carrying out paying-off positioning and wall guiding construction on the ground connecting wall 1, preparing slurry, then trial grooving, wherein the concrete construction process of the trial grooving is the same as that of normal grooving construction;
and step 3: conventionally grooving the diaphragm wall, determining the position of the diaphragm wall 1 according to a design drawing and a guide wall, and performing excavation operation by a grooving machine, wherein in the embodiment, the grooving machine is used for grooving by a slow-process 480-type hydraulic grab bucket, and a slurry is adopted for wall protection during grooving until the depth is the same as the buried depth of an adjacent secant pile, and then, the slotted hole is checked and accepted;
and 4, step 4: when the underground diaphragm wall 1 is grooved, the width of the grooved wall body is expanded to 1000mm by adopting a rotary drilling rig on one side close to the plain pile 2 of the secant pile, so that when concrete is poured, the concrete can flow around the back of the channel steel and is tightly combined with the plain pile 2 of the secant pile, and the connection between the plain pile 2 of the secant pile and the underground diaphragm wall 1 is firmer;
and 5: drilling out partial secant pile element pile 2 at the joint by adopting a rotary drilling rig to ensure that the ground diaphragm wall 1 is at least 300mm secant with the adjacent secant pile element pile 2, and carefully controlling the specific gravity of the slurry to be 1.1g/cm in the process3～1.25g/cm3And ensuring that the hole wall does not collapse until the height of the wall bottom, wherein the slurry adopts bentonite, soda ash, CMC, barite, a leakage-proof agent and tap water as raw materials, and the mixture ratio of the raw materials is 100: 4:1:1:2:1000, and is prepared by mixing, stirring and stirring clear slurry for two times;
step 6: and (3) cleaning the bottom and the hole after the diaphragm wall 1 is grooved, wherein the bottom is cleaned by adopting a rotary drilling and grabbing method in the embodiment. After fishing and grabbing are finished, hole cleaning operation is carried out by adopting positive circulation, the sediment at the bottom of the groove is ensured to be not more than 50mm, and the specific gravity of the mud at the bottom of the groove after hole cleaning is not more than 1.15;
and 7: after grooving, repeatedly cleaning the side walls of the adjacent finished pile elements 2 by using a steel wire brush to ensure that the side walls are not adhered with mud and ensure that the walls are tightly connected, brushing the walls up and down for at least 20 times in a reciprocating way by using a wall brushing device, timely cleaning mud on the wall brushing device after finishing brushing the walls, checking the condition of the steel wires, and timely repairing if the steel wires are worn; .
And 8: the manufacturing of the reinforcement cage is carried out, reinforcement derusting is carried out before manufacturing, the reinforcement cage is manufactured by adopting a mould forming process, welding quality is strictly controlled during welding, and the manufacturing width of the reinforcement cage is determined according to the position and the diameter of the plain pile 2 of the secant pile, so that the ground diaphragm wall 1 is conveniently meshed with the adjacent secant pile 2;
and step 9: 2 steel floral tubes 5 are embedded between the diaphragm wall body 1 and the adjacent secant pile plain pile 2, the two steel floral tubes 5 are connected by welding and bound on a reinforcement cage at the joint side, the two steel floral tubes 5 are arranged in parallel at a distance of 400mm, the spacing is embedded to the design height of the diaphragm wall bottom, concrete pouring is facilitated to carry out grouting water-stopping reinforcement, and the position of a guide pipe is properly close to the joint channel steel;
step 10: hoisting a steel reinforcement cage, controlling the position of the steel reinforcement cage channel steel of the section to be close to the pile body 2 of the formed secant pile as much as possible during hoisting, and reducing gaps between the steel reinforcement cage channel steel and the pile body 2 of the adjacent secant pile so as to ensure that the connection between the diaphragm wall 1 and the adjacent secant pile element pile 2 is firm after concrete is poured;
step 11: c45 underwater concrete is adopted to pour the section of wall body concrete, the better fluidity of the underwater concrete is ensured during pouring, the quality of the concrete wall body is ensured, the concrete is required to be continuously poured after the pouring, and the guide pipe is moved up and down by 30cm during pouring at the joint part to ensure the pouring quality;
step 12: double rows of grouting pipes 6 are arranged along the outer sides of the joints for grouting construction, water stop reinforcement of the joints is guaranteed, after concrete pouring of the underground diaphragm wall 1 is completed, double rows of A42 grouting pipes are arranged on the outer sides of the joints of the secant pile plain piles 2 and the underground diaphragm wall 1 at intervals of 1m and 8 in total, the steel pipes are connected by screw threads, the thickness of the pipe wall is 3mm, the engineering reinforcement depth is 12m below the ground, and the engineering reinforcement depth extends into a silty clay layer by 1 m; forming a hole on the outer side of the joint of the diaphragm wall and the occlusive pile by adopting a drilling machine, and then vertically driving a grouting pipe into the formed hole by manpower; when grouting operation is carried out, grouting pressure is controlled to be 2-4 Mpa, cement used for preparing grout is ordinary Portland cement with the label of 42.5, and the weight ratio is 1:1, injecting cement paste into two holes in a test mode, and if the injectability is good, adjusting the water cement ratio to be 0.5-0.6;
step 13: after 3 days of construction completion of diaphragm wall 1, carry out the water injection to pre-buried steel floral tube 5, to guarantee the unblocked of slip casting pipeline and the splitting of cyclic annular pipe, for water injection mud makes ready in the future, during the water injection, notice the decline position of the surface of water and the output pressure of mud pump at any time, the pressurized-water should not too much also should not be too little, dredge the back and use the slip casting pump slip casting of taking the pressure gauge, the thick liquid is prepared with the ordinary portland cement of reference numeral 42.5, slip casting pressure is 2 ~ 4Mpa, adopt the weight ratio 1 earlier: 1, injecting cement paste into two holes in a test mode, and adjusting the water cement ratio to 0.5-0.6 when the gap is large;
step 14: the outer sides of plain piles 2 of the occlusive piles and the underground diaphragm wall 1 are reinforced by double-row rotary spraying piles 4, in the example, 9 rotary spraying piles 4 are arranged, the piles are occluded by 300mm, double-row grouting pipes embedded outside joints of the occlusive piles and the underground diaphragm wall are avoided during paying off and positioning, rotary drilling is carried out by adopting a slurry retaining wall during drilling, the wall is kept stable, common silicate cement with the label of 42.5 is adopted, and the reinforcing depth is the designed elevation from the ground to the bottom of the diaphragm wall 1;
step 15: if seepage occurs in later joints, the wall surface can be chiseled and cleaned, and then the double-speed cement is used for plugging; and when the water leakage is serious, chiseling to clean the water leakage point, inserting a guide pipe, coating plugging materials (plugging agent, quick-hardening cement and the like), plugging the guide pipe, finally performing grouting treatment on the outer side of the enclosure structure or below the water leakage point, supplementing grouting reinforcement, and continuously excavating after the water leakage plugging is finished.
In the grouting material for grouting of the embodiment, 425# sulfate-resistant cement (resistant to sulfate erosion) is selected as the grouting material, the water cement ratio is 0.5, and 0.2% of basalt fiber is added into the slurry to improve the crack resistance (the fiber monofilament diameter is 12 ═ 3um, the density is 2.65kg/m3, the average length is 6mm, the tensile strength is 2000MPa, the elastic modulus is 90GPa, and the ultimate elongation is 3.5%).
The ratio (%) of the slurry for wall protection in this example is 100: 10: 0.3: 0.02 of water, bentonite, carboxymethylcellulose and barite, wherein the liquid level in the control tank is 1m higher than the groundwater level; the specific gravity of the slurry is controlled to be 1.05-1.15; controlling the viscosity of the slurry to be 20-22 s; the pH value of the slurry is not more than 10.5, the slurry has the functions of suspending drilling slag, cooling a drill bit and lubricating a drilling tool, the hydrostatic pressure can be increased, a mud skin is formed on the wall of the groove, the seepage inside and outside the groove is isolated, and the wall protection is prevented from collapsing.
Claims (3)
1. The utility model provides an occlusive pile and ground are wall seam crossing stagnant water method which characterized in that realizes through occlusive pile and ground are wall seam crossing stagnant water structure, and concrete process is:
step 1: constructing an occlusive pile, namely, a plain pile of the occlusive pile is occluded with the underground diaphragm wall, paying off and positioning, positioning by a drilling machine, taking soil and forming holes until the elevation of the bottom of a designed hole is achieved, lifting a steel reinforcement cage after the meat-pile hole forming inspection of the occlusive pile is qualified, and pouring concrete and pipe drawing to form the pile, wherein the meat-pile piles of the occlusive pile and the plain pile of the occlusive pile are arranged at intervals and are mutually occluded to form the occlusive pile;
step 2: preparing the diaphragm wall construction, namely performing the paying-off positioning guide wall construction of the diaphragm wall by adopting the prior art, preparing slurry and then trying to form a groove;
and step 3: conventionally grooving the diaphragm wall, determining the position of the diaphragm wall according to design requirements and a guide wall, excavating by using a grooving machine, protecting the wall by using slurry until the depth is the same as the buried depth of an adjacent secant pile during grooving, and checking and accepting the groove hole;
and 4, step 4: when the underground diaphragm wall is grooved, the width of the grooved wall body is expanded by adopting a rotary drilling rig at least 200mm close to one side of the secant pile element pile, so that when concrete is poured, the concrete can flow around the back of the channel steel and is tightly combined with the secant pile element pile, and the secant pile element pile and the underground diaphragm wall are firmly connected;
and 5: adopting a rotary drilling rig to drill off partial secant pile element piles at the joints, ensuring that the ground diaphragm wall is meshed with the adjacent secant pile element piles by at least 300mm, and paying attention to control the specific gravity of slurry to be 1.1g/cm in the construction process3～1.25g/cm3Until the elevation of the wall bottom is reached;
step 6: performing bottom cleaning and hole cleaning operation after the groove is formed, wherein the bottom cleaning adopts a grabbing method, the hole cleaning adopts positive circulation hole cleaning operation, and the bottom cleaning is stopped after the slurry in the groove is replaced;
and 7: after grooving, repeatedly cleaning the side wall of the plain pile of the adjacent occlusive pile by using a steel wire brush to ensure that the side wall is not adhered with mud and is tightly connected with the diaphragm wall, repeatedly brushing the side wall up and down for no less than 20 times by using a wall brushing device, timely cleaning mud on the wall brushing device after finishing brushing the wall, checking the condition of the steel wire, and timely repairing if the steel wire is lost;
and 8: the manufacturing of the reinforcement cage is carried out, the reinforcement is derusted before the manufacturing, the reinforcement cage is manufactured by adopting a mould forming process, the welding quality is strictly controlled during welding, and the manufacturing width of the reinforcement cage is determined according to the position of the plain pile of the secant pile;
and step 9: two steel floral tubes are embedded between the wall body of the diaphragm wall and the adjacent plain piles of the secant piles, the two steel floral tubes are welded and then bound on a reinforcement cage at the adjacent side of the diaphragm wall and the adjacent plain piles of the secant piles, the two steel floral tubes are arranged in parallel and embedded to the bottom of the diaphragm wall at a designed height, so that concrete can be poured conveniently for grouting and water stopping reinforcement, and the positions of the grouting tubes are properly close to the positions of seam channel steel;
step 10: hoisting the steel reinforcement cage, controlling the position of the steel reinforcement cage channel steel to be close to the formed secant pile element pile as much as possible during hoisting, reducing the gap between the steel reinforcement cage channel steel and the secant pile element pile, and firmly connecting the underground diaphragm wall and the secant pile element pile;
step 11: pouring the section of wall body concrete, and during pouring, paying attention to ensure better fluidity of underwater concrete and quality of the concrete wall body, wherein after pouring, the concrete needs to be ensured to be continuously poured, and in pouring at a joint part, a grouting pipe moves up and down by 30cm to ensure the pouring quality;
step 12: double rows of grouting pipes are arranged along the outer side of a joint of the diaphragm wall and the plain pile of the occlusive pile, the number and the spacing of the grouting pipes are determined according to the concrete engineering geological hydrological conditions, grouting construction is carried out, and water stop reinforcement of the joint is ensured;
step 13: after the underground diaphragm wall construction is finished for 3 days, water is injected into the embedded steel perforated pipe to ensure the smoothness of a grouting pipeline and the splitting of the steel perforated pipe, preparation is made for cement slurry injection, the descending position of the water surface and the output pressure of a grouting pump are noticed at any time during water injection, the pressure is not too much or too little, the steel perforated pipe is reinforced by the cement slurry after water injection dredging, and the water stopping quality of a joint is ensured;
step 14: the method comprises the following steps of (1) reinforcing the outer sides of plain piles and underground diaphragm walls of occlusive piles by adopting double-row rotary spraying piles, determining the diameter and the number of the rotary spraying piles according to concrete engineering geological and hydrological conditions, interlocking the rotary spraying piles by at least 200mm, avoiding double-row grouting embedded outside the joints of the occlusive piles and the underground diaphragm walls during setting-out and positioning, drilling holes by adopting mud wall protection rotary drilling, maintaining the stability of hole walls, at least adopting common Portland cement with the label of 42.5, and designing the reinforcing depth to be the elevation from the ground to the bottom of the underground diaphragm wall;
step 15: if seepage occurs in later joints, chiseling and cleaning the wall surface, and then plugging by using double-quick cement; when the water leakage is serious, chiseling and cleaning the water leakage point, inserting the guide pipe, smearing a plugging material to plug the guide pipe, and finally performing grouting treatment on the outer side of the enclosure structure or below the water leakage point to supplement grouting reinforcement, wherein the excavation can be continued after the water leakage plugging is finished;
the grouting material for grouting selects 425# anti-sulfate cement, the water cement ratio is 0.5, 0.2 percent of basalt fiber is added into slurry, the diameter of a fiber monofilament is 12-3 mu m, the density is 2.65kg/m3, the average length is 6mm, the tensile strength is 2000MPa, the elastic modulus is 90GPa, the ultimate elongation is 3.5 percent,
the proportion (%) of the slurry for the wall protection is 100: 10: 0.3: 0.02 of water, bentonite, carboxymethyl cellulose and barite, wherein the liquid level in the control tank is higher than the underground water level by 1 m; the specific gravity of the slurry is controlled to be 1.05-1.15; controlling the viscosity of the slurry to be 20-22 s; the pH value of the slurry is not more than 10.5.
2. The method for stopping water at the joint of the secant pile and the diaphragm wall according to claim 1, wherein the main structure of the water stopping structure at the joint of the secant pile and the diaphragm wall comprises a diaphragm wall, a secant pile meat pile, a jet grouting pile, a steel flower pipe and a grouting pipe; the meat-containing piles and the plain piles of the secant piles are arranged at intervals and are mutually secant to form the secant piles, the underground continuous wall is secant with the plain piles of the adjacent secant piles, and the buried depth of the underground continuous wall is the same as that of the plain piles of the adjacent secant piles; the steel perforated pipe is welded on the reinforcement cage at the adjacent side of the underground diaphragm wall and the adjacent secant pile plain pile, and the burial depth is the same as that of the underground diaphragm wall; the grouting pipe is embedded at the outer side of the joint of the plain pile of the occlusive pile and the diaphragm wall, and the embedding depth is determined according to specific engineering geological conditions; the jet grouting pile is arranged on the outer side of the joint of the plain pile of the secant pile and the diaphragm wall, and the burial depth is the same as that of the diaphragm wall.
3. The method for stopping water at the joint of the secant pile and the underground diaphragm wall according to claim 2, wherein the thickness, the breadth and the burial depth of the underground diaphragm wall are determined according to specific engineering geological conditions and the size of the secant pile, the breadth of the underground diaphragm wall is not more than 6m, the burial depth is 10m to 50m, the thickness is 0.5m to 1.2m, and the diameter of the underground diaphragm wall is at least 200mm smaller than the diameter of the adjacent secant pile element pile, so that the underground diaphragm wall and the secant pile element are tightly connected; the diameter and the burial depth of the plain pile of the occlusive pile are determined according to engineering geological conditions, the diameter is not less than 1000mm, at least C25 super-retarding concrete is used for pouring, and the occlusion between the plain pile and the adjacent pile is not less than 300 mm; the diameter and the burial depth of the meat-bearing pile of the secant pile are determined according to engineering geological conditions, the diameter is not less than 1000mm, at least C45 underwater concrete is used for pouring, and the secant pile is not less than 300mm with the adjacent pile; the diameter of the rotary spraying pile is the same as that of the secant pile, at least ordinary portland cement with the reference number of 42.5 is used for cutting a meat pile, a plain pile and a diaphragm wall pile of the secant pile, and the reinforcement depth is from the ground to the elevation of the pile bottom of the secant pile; the steel perforated pipes are A42 steel perforated pipes, and the steel perforated pipes are connected by welding; the diameter and the burial depth of the grouting pipes are determined according to specific engineering geological conditions, and the grouting pipes are connected through screw threads.
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| CN112962578A (en) * | 2021-02-03 | 2021-06-15 | 上海兴庚基础工程有限公司 | Construction process of underground diaphragm wall |
| CN114718071B (en) * | 2021-12-30 | 2024-02-23 | 中铁十四局集团有限公司 | Plugging method suitable for junction of occluding pile and continuous wall |
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| JPH0347320A (en) * | 1989-04-11 | 1991-02-28 | Mitsui Constr Co Ltd | Base structure by inverted placing method |
| JP2899668B2 (en) * | 1995-08-28 | 1999-06-02 | 鹿島建設株式会社 | Simple underground construction |
| CN103726513B (en) * | 2013-12-12 | 2016-01-20 | 安徽省建筑科学研究设计院 | Joint waterproof structure of underground diaphragm wall and construction method thereof |
| CN104153396A (en) * | 2014-07-17 | 2014-11-19 | 中国十七冶集团有限公司 | Anti-seepage continuous wall construction method |
| CN105780815B (en) * | 2015-12-09 | 2018-05-08 | 中建七局(上海)有限公司 | The constructing device and method of diaphragm wall leakproof |
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| CN104404960A (en) * | 2014-11-26 | 2015-03-11 | 中建三局第二建设工程有限责任公司 | Grouting device for joint of underground diaphragm wall and construction method |
| CN105862875A (en) * | 2016-04-15 | 2016-08-17 | 肖锐 | Support structure and construction method thereof |
| CN206916753U (en) * | 2017-07-14 | 2018-01-23 | 浙江之江工程项目管理有限公司 | A kind of water sealing structure of diaphram wall and its seam crossing |
| CN109208637A (en) * | 2018-08-08 | 2019-01-15 | 北京建工土木工程有限公司 | Increase the construction method of open-cut station newly on the basis of existing tunnel |
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