CN107700475B - Assembled concrete underground diaphragm wall structure and construction process - Google Patents
Assembled concrete underground diaphragm wall structure and construction process Download PDFInfo
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- CN107700475B CN107700475B CN201711136971.9A CN201711136971A CN107700475B CN 107700475 B CN107700475 B CN 107700475B CN 201711136971 A CN201711136971 A CN 201711136971A CN 107700475 B CN107700475 B CN 107700475B
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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
- E02D5/20—Bulkheads or similar walls made of prefabricated parts and concrete, including reinforced concrete, in situ
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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
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
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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
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
- E02D19/185—Joints between sheets constituting the sealing aprons
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
- E02D7/20—Placing by pressure or pulling power
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
- E02D7/24—Placing by using fluid jets
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
- E02D7/26—Placing by using several means simultaneously
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Abstract
The assembled concrete underground diaphragm wall structure comprises prefabricated concrete wall sections, wherein each prefabricated concrete wall section comprises an upper wall section and a lower wall section sinking blade foot, and the wall sections are connected through a connecting structure; at least two cavities are vertically arranged in the wall section, a pressure water pipe for breaking soil by high-pressure water is arranged in one cavity, a mud pipe for discharging mud water is arranged in one cavity, the pressure water pipe is connected with a high-pressure water pump, and the mud pipe is connected with a slurry pump; a row of high-pressure water outlets for flushing the stratum are formed in the sinking blade feet of the wall section along the trend direction of the wall section, the sinking blade feet of the wall section are also provided with mud outlet holes which are vertically communicated, and the mud outlet holes are opposite to and communicated with the cavity of the wall section, in which the mud discharge pipe is arranged. The invention provides an assembled concrete underground diaphragm wall structure with good wall quality, good construction environment and high construction speed and a construction process.
Description
Technical Field
The invention relates to the technical field of underground continuous walls, in particular to an assembled concrete underground continuous wall structure and a construction process.
Background
The underground continuous wall is an underground structure form widely applied in the field of underground engineering at present, is mainly used for protecting and waterproofing a working surface in the construction process of the underground engineering, and also has the function of taking the underground connecting wall as a temporary structure as a part of a permanent underground structure, such as an outer wall of a basement. The current underground continuous wall has the structural form of an in-situ casting concrete structure, and the construction process mainly comprises the following steps: the method comprises the steps of grooving underground by using machinery, adopting mud to protect walls, manufacturing a reinforcement cage on the ground, lowering the reinforcement cage, pouring concrete into the grooves, and constructing the underground continuous wall section by section to form a closed annular underground wall. The underground continuous wall constructed under the prior art has the defects that the concrete is poured in the slurry tank, the quality of the concrete is not easy to guarantee, and the waterproof performance of the wall is poor; secondly, the construction environment is poor, and especially the treatment of slurry is not effective, so that the influence on the environment of the field and the surrounding is large. Because the existing underground continuous wall structure, construction process and mechanical equipment are matched, the structural form of the wall is changed necessarily by changing the corresponding construction process and construction equipment, the prior construction machinery is used for grooving in the field of underground engineering, the cast-in-place concrete part is replaced by the precast concrete wall, and the connecting joint is still in a cast-in-place mode, but the water sealing effect of the underground continuous wall is poor due to the fact that the precast concrete wall section is connected in slurry in the mode, so the technology cannot be popularized and applied.
Disclosure of Invention
In order to overcome the defects of poor wall quality and poor construction environment in the existing underground continuous wall construction technology, the invention provides an assembled concrete underground continuous wall structure with good wall quality, good construction environment and high construction speed and a construction process.
The technical scheme adopted for solving the technical problems is as follows:
the assembled concrete underground diaphragm wall structure comprises prefabricated concrete wall sections, wherein each prefabricated concrete wall section comprises an upper wall section and a lower wall section sinking blade foot, and the wall sections are connected through a connecting structure;
at least two cavities are vertically arranged in the wall section, a pressure water pipe for breaking soil by high-pressure water is arranged in one cavity, a mud pipe for discharging mud water is arranged in one cavity, the pressure water pipe is connected with a high-pressure water pump, and the mud pipe is connected with a slurry pump; a row of high-pressure water outlets for flushing stratum are arranged in the sinking blade feet of the wall section along the trend direction of the wall section, water jet type nozzles with a unidirectional sealing function are arranged at the high-pressure water outlets, the water jet type nozzles are communicated with a pressure water pipe through pressure water distribution channels arranged in the sinking blade feet of the wall section, mud outlet holes which are vertically communicated are also formed in the sinking blade feet of the wall section, and the mud outlet holes are opposite to and communicated with a cavity of the wall section, wherein the cavity is provided with a mud pipe;
the upper end face of each wall section is embedded with an embedded hanging piece which is convenient to hoist.
Further, the connection structure comprises a steel scraping plate, an annular chuck and a detachable guide steel pipe, wherein the left side and the right side of the wall section are respectively provided with a connection concave side and a connection convex side, the connection convex side of the wall section is matched and clamped with the connection concave side of the adjacent wall section, the connection convex side of the wall section is vertically provided with a guide hole, the lower end of the connection convex side of the wall section is provided with a groove, the edge of the wall section below the connection concave side of the wall section is provided with the annular chuck, the outer ring of the annular chuck is clamped in the groove at the lower end of the connection convex side of the adjacent wall section, and the guide steel pipe is placed in the guide hole from top to bottom, and the lower end of the guide steel pipe is clamped in the inner ring of the annular chuck;
the upper end face of the connecting convex side of the wall section is connected with the upper end face of the connecting concave side of the adjacent wall section through a steel scraping plate.
Still further, the underground continuous wall structure further comprises prefabricated capping beams, wherein the prefabricated capping beams are arranged on the wall sections, the beam widths of the prefabricated capping beams are equal to the thickness of the wall sections, and the connecting surfaces between the prefabricated capping beams are arranged at the space between the cavities of the wall sections.
Still further, the wall section can be prefabricated in sections, and including last wall section and lower wall section, the lower extreme of going up wall section and the upper end of lower wall section pre-buried steel sheet respectively and mutual welding.
Still further, the vertical and horizontal independent grouting pipe systems for grouting and sealing water at the joints between the wall sections are preset at the two sides of the wall sections, the upper port of the grouting pipe system can be connected with a grouting pump, and 2-3 horizontal grouting outlet holes are preset along the depth direction of the wall sections.
Still further, the cavity of the wall section is not more than 1/3 wall thickness in the thickness direction of the wall section, and the cavity interval of the wall section is not less than twice wall thickness.
Still further, be equipped with the deformation sensor that is used for the horizontal state of real-time supervision wall section subsidence in the direction steel pipe, deformation sensor lays on direction steel pipe inner wall symmetry axis.
Still further, two rows of vertical stress steel bars are arranged in the wall section, each row of vertical stress steel bars is connected through horizontal longitudinal steel bars, and the two rows of vertical stress steel bars are connected through horizontal transverse steel bars;
the prefabricated capping beam is provided with a steel bar preformed hole for passing through steel bars, the upper end of each row of vertically stressed steel bars is spaced by about 2m, a steel bar connected with the prefabricated capping beam is reserved, an external thread is arranged on the end of the steel bar in a turning mode, and the steel bar with the external thread passes through the steel bar preformed hole of the prefabricated capping beam from bottom to top and is in threaded connection with a nut.
Furthermore, a cavity is also arranged in the middle of the prefabricated capping beam at a position corresponding to the cavity of the wall section.
The end surface of the sinking blade foot of the wall section is covered with a steel plate.
A construction process of an assembled concrete underground continuous wall comprises the following steps:
1) Prefabricating concrete wall sections according to the depth and the wall thickness of the underground diaphragm wall, and simultaneously checking whether the waterproof capacity of the wall meets the condition of underground water pressure;
when the depth of the underground diaphragm wall is large and the wall section cannot be prefabricated, transported and hoisted, the prefabricated concrete wall section can be divided into a plurality of sections along the depth direction, prefabricated in a segmented mode and sunk in a segmented mode, steel plates are embedded in the upper end face and the lower end face of each section in the middle, and the sections are connected by adopting a direct welding method;
2) Drawing the arrangement position of a wall body on the ground according to the design trend of the underground continuous wall, firstly constructing a guide groove by using an excavator, lifting one or a plurality of wall sections, vertically placing the wall sections in the guide groove, and simultaneously installing guide steel pipes; two ends of the wall section are respectively provided with a hydraulic static press, the wall section clamping plates of the static press should avoid the concave-convex ends on two sides of the wall section, and at least one machine for righting the wall section is arranged in the middle of the wall section so as to ensure that the wall section is kept vertical to the ground in the construction process;
3) Starting the dynamic and static presses, synchronously pressing down the wall sections at two sides, guiding by using the guiding steel pipes, and synchronously lengthening the guiding steel pipes; simultaneously, the deformation sensor is matched with the real-time monitoring wall section to sink in horizontal state; when the pressing down is difficult, the high-pressure water pump and the slurry pump are started to assist the pressing down sedimentation of the wall section; when the wall section is about to reach the designed depth, stopping the high-pressure water pump, positioning the wall body through the static press, and simultaneously adjusting the pressing quantity at two sides to keep the wall section horizontal;
4) When two adjacent wall sections sink into place, recovering the guide steel pipes, and clamping steel scraping plates;
5) The concrete is cast in place through a mud pipe, and the cutting edge part of the wall section and the lower part of the wall section are fixed; when the waterproof requirement of the underground diaphragm wall is high and the overall bearing capacity requirement is high, all the hollow cavity of the wall section and the guide holes of the connecting convex ends of the wall section are filled with cast-in-place concrete, and the strength grade of the filled concrete is as close as possible to that of the precast concrete;
6) Grouting the periphery of the wall body through reserved grouting and high-pressure water channels, and filling all connecting gaps in the wall body and gaps between the connecting gaps and the ground layer;
7) Installing a prefabricated capping beam, and connecting the underground continuous wall into a whole;
when the depth of the designed underground continuous wall is not more than 15m, each wall section is reliably connected, and the stratum condition is good, a prefabricated capping beam is not required.
The beneficial effects of the invention are mainly shown in the following steps: the concrete structure of the underground continuous wall is completely prefabricated by adopting a dry connection mode; the wall section adopts a high-strength concrete and inner cavity type structure, so that the dead weight of the structure can be reduced, and prefabrication, transportation and construction are convenient; the assembled underground diaphragm wall construction adopts the combination of static pressure and a flushing and soil breaking technology, and the guide steel pipe is used as a construction monitoring element, so that the environmental condition of a construction site is greatly improved, and the construction control precision is improved.
Drawings
Fig. 1 is a schematic structural view of a precast concrete segment of an underground diaphragm wall.
Fig. 2 is a top view of a precast concrete segment of an underground diaphragm wall.
Fig. 3 is a side view of the connecting concave end of a precast concrete segment of an underground diaphragm wall.
Fig. 4 is a schematic view of the connection of the upper ends of the wall sections of the underground diaphragm wall.
FIG. 5 is a schematic illustration of the connection of a prefabricated roof rail to a wall segment.
Fig. 6 is a top view of fig. 5.
Fig. 7 is a schematic view of a steel strike for port connection on a wall section.
FIG. 8 is a schematic representation of static pressure subsidence of a wall segment.
Fig. 9 is a static pressure sink side view of a wall section.
FIG. 10 is a schematic view of high pressure water jet soil breaking and soil dumping.
FIG. 11 is a schematic view of the connection of the wall segment connection female end guiding steel pipes.
FIG. 12 is a schematic view of wall segment connections at right angle turns of a diaphragm wall.
Detailed Description
The invention is further described below with reference to the accompanying drawings.
Referring to fig. 1 to 12, an assembled concrete underground continuous wall structure comprises precast concrete wall segments 1, wherein the precast concrete wall segments 1 comprise upper wall segments and lower wall segment sinking blade feet 9, and the wall segments are connected through a connecting structure;
at least two cavities 4 are vertically arranged in the wall section, a pressure water pipe for breaking the soil by high-pressure water is arranged in one cavity, a mud pipe 22 for discharging mud water is arranged in one cavity, the pressure water pipe is connected with a high-pressure water pump, and the mud pipe 22 is connected with a mud pump; a row of high-pressure water outlets for flushing stratum are arranged in the wall section sinking blade feet 9 along the direction of the trend of the wall section, water jet type nozzles with a unidirectional sealing function are arranged at the high-pressure water outlets, the water jet type nozzles are communicated with a pressure water pipe through pressure water distribution channels arranged in the wall section sinking blade feet 9, mud outlet holes which are communicated vertically are formed in the wall section sinking blade feet 9, and the mud outlet holes are opposite to and communicated with cavities on which mud pipes are arranged on the wall section;
the upper end face of each wall section is embedded with an embedded hanging piece which is convenient to hoist.
Further, the connecting structure comprises a steel scraping plate 14, an annular chuck 11 and a detachable guide steel pipe 24, wherein a connecting concave side 2 and a connecting convex side 3 are respectively arranged on the left side and the right side of the wall section, the connecting side end 3 of the wall section is matched and clamped with the connecting concave side 2 of the adjacent wall section, the connecting convex side 3 of the wall section is vertically provided with a guide hole, the lower end of the connecting convex side 3 of the wall section is provided with a groove, the edge of the wall section below the connecting concave side 2 of the wall section is provided with the annular chuck 11, the outer ring of the annular chuck 11 is clamped in the groove at the lower end of the connecting convex side 3 of the adjacent wall section, and the guide steel pipe 24 is placed in the guide hole from top to bottom and the lower end of the guide steel pipe is clamped in the inner ring of the annular chuck 11;
the upper end face of the connecting convex side 3 of the wall section is connected with the upper end face of the connecting concave side 2 of the adjacent wall section through a steel scraping plate 14.
Still further, the underground diaphragm wall structure further comprises prefabricated capping beams 16, wherein the prefabricated capping beams 16 are arranged on the wall sections, the beam width of the prefabricated capping beams 16 is equal to the thickness of the wall sections, and connecting surfaces 15 between the prefabricated capping beams are arranged at the space between the cavities of the wall sections.
Still further, the wall section can be prefabricated in sections, and including last wall section and lower wall section, the lower extreme of going up wall section and the upper end of lower wall section pre-buried steel sheet respectively and mutual welding.
Still further, the vertical and horizontal independent grouting pipe systems for grouting and sealing water at the joints between the wall sections are preset at the two sides of the wall sections, the upper port of the grouting pipe system can be connected with a grouting pump, and 2-3 horizontal grouting outlet holes are preset along the depth direction of the wall sections.
Still further, the cavity 4 of the wall section is not more than 1/3 wall thickness in the thickness direction of the wall section, and the cavity interval of the wall section is not less than twice wall thickness.
Still further, a deformation sensor 26 for monitoring the sinking horizontal state of the wall section in real time is arranged in the guide steel pipe 24, and the deformation sensor 26 is arranged on the symmetry axis of the inner wall of the guide steel pipe 24.
Still further, two rows of vertical stress steel bars 5 are arranged in the wall section, each row of vertical stress steel bars is connected through a horizontal longitudinal steel bar 6, and the two rows of vertical stress steel bars are connected through a horizontal transverse steel bar 7;
the prefabricated capping beam 16 is provided with a steel bar preformed hole for passing through steel bars, the upper end of each row of vertically stressed steel bars is spaced by about 2m, a steel bar connected with the prefabricated capping beam is reserved, external threads are arranged on the end heads of the steel bars in a turning mode, and the steel bars with external threads pass through the steel bar preformed hole of the prefabricated capping beam 16 from bottom to top and are in threaded connection with nuts.
Further, a cavity is also arranged in the middle of the prefabricated capping beam 16 at a position corresponding to the cavity 4 of the wall section.
The end surfaces of the wall segment sinking blade legs 9 are covered with steel plates.
The basic principle of the invention is that the concrete structure is manufactured in a factory by utilizing mature technology and pre-buried technology, the components such as the underground diaphragm wall body, the top beam and the like are prefabricated in a factory, and the prefabricated components are assembled on site by utilizing welding and bolt connection technology to be connected into the integral structure of the underground diaphragm wall.
The underground diaphragm wall has two functions, namely, supporting the water and soil pressure outside the wall, providing a safe space for the construction of underground engineering inside the wall, and preventing the water and the ground water outside the wall from penetrating into the construction space inside the wall. The assembled concrete structure wall body is adopted, the concrete strength of the wall body is improved by a plurality of times, and the capability of resisting the water and soil pressure outside the wall body can be ensured; meanwhile, the quality of the wall body is greatly improved, the impermeability of the wall body is correspondingly and greatly improved, the waterproof structure is reasonable in design at the joint of the prefabricated wall body, and the waterproof capability of the assembled underground continuous wall is quite reliable by comprehensively plugging the assembly connection interface by adopting a grouting process after the underground continuous wall is formed.
The technical scheme of the invention is formed on the basis of the existing construction technology of the assembled concrete structure and the underground connecting wall. Firstly, similar to the sectional grooving and sectional concrete pouring in the existing underground continuous wall construction, the underground continuous wall is prefabricated in a sectional mode; after the finished wall section is transported to a construction site, the finished wall section is hoisted and erected, is subjected to segmented static pressure flushing and sinking to a designed depth, and after all the wall sections are installed, the upper capping beam is used for connecting all the wall sections into a whole.
The bearing capacity design of the reinforced concrete prefabricated wall section can be carried out by referring to the design rules of the cast-in-place concrete underground continuous wall, except that the concrete strength grade can be greatly improved to more than C50. The depth H of the wall section is determined according to the functional design requirement, and when the length of the wall section is too long, the wall section can be vertically divided into a plurality of sections which are connected while sinking on site; the width B (the direction of the trend of the wall) of the wall section can be comprehensively determined according to the static pressure capacity of the construction machine and the lifting capacity of the lifting machine; the lower part of the wall section is provided with a wall section sinking blade foot, so that the wall section is convenient to sink in soil; the two sides of the wall section are designed into concave-convex ends, and the concave ends are provided with guide steel pipes for guiding when the lower wall section sinks and for real-time monitoring of the sinking flatness of the wall section; the convex end is provided with a guide hole corresponding to the guide steel pipe. The connection modes among the wall sections can be diversified, and most of the connection modes under the current technical conditions can be used after being modified.
The sinking process of the prefabricated wall body can be combined with the hydraulic scouring and breaking process at the lower part to assist the wall body to sink, the pressurized water can be provided by putting the pressurized water pipe into the cavity in the wall section, the mud water pipe is arranged in the other cavity, and the mud pump is arranged on the ground to pump out the flushed mud, so that the sinking speed of the prefabricated wall section is accelerated, and meanwhile, the static press on the wall section, the flushing and pumping pump of the soil body below the wall and the straightening device of the wall body are organically coordinated. When the sinking depth of the wall body is small and the stratum resistance is small, the wall section can be pressed into the soil body directly by using the static pressure machinery and the righting device without the cooperation of a flushing and pumping process at the lower part of the wall body.
The connection between two prefabricated underground continuous wall sections is realized through a prefabricated concave-convex structure, the concave-convex structure is arranged from an upper opening to the upper end of a sinking blade foot of the wall section, the upper opening of the wall section is provided with a connecting plate scraping groove, and the lower part of the convex side is provided with a groove which is buckled with a chuck at the lower end of the guide steel pipe. In addition to the concavo-convex structure connection mode of the invention, the connection between precast concrete wall segments can also be in other modes, such as wedge connection, steel plate lap joint and the like.
After all the wall sections are sunk in place and connected into a whole, cement paste is pressed on the lower part of the wall body, cement paste can be pressed into gaps between the stratum and the wall body through channels of stratum flushing water, pressure grouting channels are arranged in cavities on two sides of each wall section, and grouting can be stopped when the quantity or pressure of the pressed cement paste reaches a design value or the wall sections have a floating trend. And (5) solidifying the cement paste to be injected, and filling the cavity of the wall section with concrete. And meanwhile, the guide steel pipe is recovered, and fine stone concrete is poured into the guide hole on the convex side of the wall section to be sealed.
And after all the wall sections are fixedly connected, hoisting the prefabricated capping beam, wherein the connecting surface of the capping beam is selected to be at a position without a cavity in the middle of the wall section, the prefabricated capping beam is provided with reserved holes at the positions of the wall section and the reserved connecting steel bars, the connecting steel bars penetrate through the beam height, and the upper part is pressed and tightened by nuts. The specific technical scheme is as follows:
1) Determining the depth H of the underground diaphragm wall according to geological data and the functional requirements of the underground diaphragm wall; the wall body is a concrete structural member, and the strength grade of the concrete is generally C50-C80; determining the thickness W of a wall body according to the side pressure distribution of the groundwater and soil and the internal supporting conditions; meanwhile, whether the waterproof capability of the wall body meets the condition of groundwater pressure is checked.
2) Designing wall reinforcing bars according to load conditions of the underground continuous wall under different working conditions, wherein two rows of reinforcing bars are arranged on the general wall; reinforcing bars are required to be reinforced in static pressure sinking clamping areas on the concave and convex sides and the two sides of the wall body; a section of steel bar connected with the capping beam is reserved at the upper end of one part of the vertical steel bar of the wall body, and external threads are processed at the end of the steel bar; and designing a local structural reinforcement and an embedded hanging piece according to the static mechanical action condition and the hanging requirement.
3) The wall section inner cavity is designed, the wall section inner cavity can play a role in reducing the weight of the prefabricated wall section and facilitating transportation, and meanwhile, an operation space is reserved for high-pressure water soil breaking and soil discharging in the sinking process of the wall section. The cavity is not more than 1/3 of the wall thickness in the direction of the wall thickness, the space between the cavities is not less than twice of the wall thickness, and the number of the cavities of each wall section is not less than 2.
The lower part of the wall section is provided with a blade foot part, the blade foot is arranged for reducing the pressing resistance, and when the stratum is harder and is not easy to sink, the surface of the end part of the blade foot can be covered with a steel plate; the cutting edge is internally provided with a pressure water distribution channel, high-pressure water is provided by a steel pipe arranged in a cavity in the wall section, a row of high-pressure water outlets for flushing stratum are arranged on the cutting edge along the direction of the wall section, the interval is not more than 1.0m, the diameter of an orifice is not more than 30mm, and a one-way water outlet sealing cover is arranged at the orifice so as to prevent muddy water from entering the high-pressure water channel when the wall body sinks; 2-3 mud outlet holes are formed in each wall section, the opening of each mud outlet hole is not smaller than 100mm, and the mud outlet holes are communicated with the cavity in the wall.
When the depth of the underground continuous wall is large and the wall section cannot be prefabricated, transported and hoisted, the prefabricated wall section can be divided into a plurality of sections along the depth direction, prefabricated in a segmented mode and sunk in a segmented mode, steel plates are embedded in the upper end face and the lower end face of each section in the middle, and the sections are connected by adopting a direct welding method.
4) The two sides of the wall section adopt concave-convex connection structures, and the connection structures adopt horizontal steel bars as main stress steel bars; the concave side lower end face is provided with a groove which is buckled with a chuck at the lower end of the guide steel pipe, and the chuck is arranged on the upper end face of the concave side blade foot of the wall section. The width q of the convex side is not less than 250mm, the horizontal steel bars are distributed along the convex annular direction, the distance is not more than 150mm, and the convex length p of the convex side is not more than q; the thickness r of the flank on both sides of the concave side is not less than 100mm, and when r is more than or equal to 150mm, double rows of reinforcing bars are adopted; the horizontal stress steel bars on the two sides of the concave-convex part are stretched into the main wall section for anchoring, and the anchoring length is not smaller than that of the tensile steel bars in the current regulations.
5) When the wall section sinks, guiding is carried out by using a guiding steel pipe arranged on the upper end face of a concave side cutting edge of the wall section, meanwhile, the sinking horizontal state of the wall section is monitored in real time by matching a deformation sensor with an analysis program, the deformation sensor is arranged on the symmetry axis of the inner wall of the steel pipe, a signal line is led out along the inner side of the steel pipe, the guiding steel pipe is connected with the lower end of the guiding steel pipe in a reverse buckling mode through threads (the lower end of the guiding steel pipe is in reverse direction with the threads of the steel pipe for extending the length, a lower port is not loosened when the steel pipe is extended, and after the wall section is connected and fixed in a sinking mode, the guiding steel pipe can be recycled for subsequent connection; the convex side of the wall section is provided with a prefabricated guide hole which is sleeved with the guide steel pipe, and the guide aperture is larger than the outer diameter of the guide steel pipe by more than 50 mm.
6) In order to form an integral body of each wall section, the wall sections are not broken by each water and soil pressure outside, prefabricated top beams are arranged on the wall sections, the lengths of the top beams are as consistent as possible, and the connecting surfaces of the beams are placed at intervals with the cavities of the wall sections. The beam height can be 300 mm-600 mm, the beam width is equal to the wall section thickness, the beam is connected with the wall section through reserved reinforcing steel bars at the upper opening of the wall section, and a cavity can be arranged in the middle of the capping beam and at the position corresponding to the cavity of the wall section.
When the depth of the designed underground continuous wall is not large (< 15 m), the wall sections are reliably connected and the stratum condition is good, the capping beam can be omitted.
7) The wall section and other components are manufactured in a prefabrication factory and transported to a construction site, the arrangement position of the wall body is firstly drawn on the ground according to the design trend of the underground continuous wall at the construction site, the guide groove is firstly constructed by an excavator, the net width of the guide groove is equal to or slightly larger than the thickness of the wall section, the depth is larger than the height of a cutting edge of the wall section by more than 300mm, and the locking mouth of the groove is made by concrete and the construction machinery operation site is hardened.
8) One or a plurality of wall sections are lifted, vertically placed in the guide groove and simultaneously provided with guide steel pipes; two ends of the wall section are respectively provided with a hydraulic static pressure machine, wall section clamping plates of the static pressure machine should avoid concave-convex ends on two sides of the wall section, and at least one machine for righting the wall section is arranged in the middle of the wall section so as to ensure that the construction process of the wall section is kept vertical to the ground.
9) Starting the dynamic and static presses, synchronously pressing down wall sections at two sides, and synchronously lengthening guide steel pipes; when the pressing down is difficult, the high-pressure hydraulic flushing system and the pressure mud suction system are started to assist the pressing down and settling of the wall section. When the wall section is about to reach the design depth, the hydraulic flushing system is stopped, the wall body is positioned by the static pressure system, and simultaneously, the pressing-down amounts at the two sides are adjusted, so that the wall section is kept horizontal.
10 When two adjacent wall sections sink into place, the guiding steel pipes are recovered, and the clamping plates are connected.
11 Through the cast-in-place concrete of the mud pipe, when the waterproof requirement of the underground continuous wall is high and the overall bearing capacity requirement is high, the cavity of the wall section and the convex side guide hole of the wall section are all filled with the cast-in-place concrete, and the strength grade of the filled concrete is as close as possible to that of the precast concrete.
12 Grouting is carried out to the periphery of the wall body through reserved grouting and high-pressure water channels, and all connection gaps and gaps between the wall body and stratum are filled.
13 A capping beam is installed to connect the underground diaphragm wall into a whole.
The specific embodiment of the invention is as follows:
the concrete embodiment of the present invention will be described with reference to the underground diaphragm wall for temporary support, in which the depth h=20m, the wall thickness w=600mm, and the effective length b=10m of the wall section are taken as examples.
1) Taking concrete with the strength grade of C60; the waterproof capability of the check wall body meets the condition of groundwater pressure.
2) Designing a wall body reinforcement according to load conditions, arranging two rows of reinforcement bars, taking vertical reinforcement bars as main stressed reinforcement bars 5, reserving a reinforcement bar connected with a capping beam at an upper end interval of 2m, and connecting threads on the ends of the reinforcement bars; the two rows of reserved connecting steel bars are arranged in a flower arrangement way, 4 hanging points are arranged on the wall section, namely hanging rings 8 are evenly distributed, local structural reinforcing bars and embedded hanging pieces are designed at the positions of each hanging point, the design load of each hanging point is a combination of 1/4 of dead weight load and temporary hanging load, and the wall section is designed according to the current relevant design specifications. As shown in fig. 2, 6 is a wall section horizontal longitudinal steel bar, 7 is a wall section horizontal transverse steel bar, and 10 is a wall section connecting plate scraping groove.
3) The wall section is internally provided with 4 cavities 4 which are uniformly distributed, each cavity is 200mm in the wall thickness direction, the length of each cavity is 1500mm, and the space between two sides of each cavity is 1000mm.
A pressure water distribution channel is arranged in the blade foot, a high-pressure water pipe 20 takes a seamless steel pipe with the outer diameter of 50mm, a special water jet nozzle is arranged at the outlet, and the blade foot has a one-way sealing function, namely, is in a normally closed state when no water is sprayed; 10 spray heads are arranged in total; the wall section is provided with 3 mud discharging holes which are basically and uniformly distributed, and a steel pipe with the pipe diameter of the mud discharging pipe 22, the phi of which is more than or equal to 100mm, is communicated with a ground mud pump.
Because the underground diaphragm wall degree of depth is great, the wall section is prefabricated along the depth direction 2 sections, every section is dark 10m, the segmentation is prefabricated, the segmentation is sunk, establish along wall section annular steel sheet flange all around in the lower extreme of upper segment and the up end of lower segment, all weld on the vertical reinforcing bar of wall section and the steel sheet, steel sheet flange width 180mm, thickness 20mm, the upper and lower wall section is connected the steel sheet outside and is all cut 45 and cut open, can form outside 90 openings after upper and lower wall section bonding, in order to improve welded effect, connect steel sheet outside concrete protection layer thickness and get 10mm.
4) The two sides of the wall section adopt a concave side 2 and convex side 3 connecting structure, the width r=150 mm of the concave side wing and the length p=250 mm are taken, the overhanging part of the wing part also adopts double rows of reinforcing bars, the diameter of the horizontal reinforcing bars is 20mm, and the spacing is 150mm; the convex side also uses horizontal steel bars as main stress steel bars, the diameter and the distance are the same as those of the concave side, the width q=300 mm of the convex side, the guide aperture takes e=100 mm, the lower end face of the convex side is provided with a connecting groove with the diameter of 150mm and the depth of 60mm, which is buckled and connected with a concave side guide steel tube chuck 11, the chuck is made of steel, the outer diameter takes 140mm, the inner side is connected with a guide steel tube by adopting reverse trapezoidal threads, the chuck is pre-buried on the upper end face of a lower cutting edge 9 when a wall section is prefabricated, and the upward convex height is 50mm; the steel raking board connecting groove 10 is formed in the middle position of the upper ends of the connecting surfaces on two sides of the wall section, structural steel bars are locally distributed on the periphery of the connecting groove, particularly steel bars 7 are pulled in the wall section on two sides of the encrypted connecting groove, the thickness of the steel raking board for wall section connection is t=20mm, the total length L=500mm of the steel raking board is equal to the total length h=260 mm, the total section is equal to the total length k=100deg.mm, the effective fastening height m=80mm, and the steel raking board groove for wall section two-side connection is designed according to the size, so that the steel raking board 14 can be completely clamped into the groove. The connection mode of the upper ends of the wall sections is shown in fig. 4, 12 is the connection interface between the wall sections, and 13 is the fine stone concrete filled in the guide holes.
5) The connection to the wall segments may be made in a similar manner when connecting right-angled corners of the wall, as shown in fig. 12, and other connection angles may be handled in a similar manner.
6) The precast concrete roof beam 16 is 10m long, and the connecting surface of the beam is placed at 1/2 position with the wall section. The height of the beam is 500mm, the width of the beam is equal to the thickness of the wall section, and a cavity is also arranged in the middle of the top beam and corresponds to the cavity of the wall section. As shown in fig. 5, 15 is a roof rail attachment surface.
7) The wall section and other components are manufactured in a prefabricating factory and transported to a construction site according to the design, and a high-pressure water pipe, a mud discharging pipe and a guide steel pipe at the concave end of the wall section which are required to be installed in the cavity are installed in place; the arrangement position of the guide groove is drawn on the ground according to the design trend of the underground continuous wall, the guide groove is constructed by an excavator, the net width of the guide groove 17 is 650mm, slightly larger than the width of the wall section, the depth is 800mm, and the locking notch of the groove is made by C30 concrete, so that the construction machinery operation site is hardened.
8) Lifting the lower half section (the section where the cutting edge is positioned) of a certain wall section, vertically placing the cutting edge downwards in the guide groove 17, arranging at least 2 righting machines 19 for righting the wall section in the middle of the wall section, arranging one hydraulic hydrostatic machine 18 at each of the two ends of the wall section, and carrying out two-end hydrostatic machine linkage operation when the righting machines control the wall section to be vertical to the ground so as to press the wall section into the soil. As shown in fig. 8 and 9. Meanwhile, the horizontal state of sinking of the wall section is monitored in real time through the cooperation of the deformation sensor and an analysis program, as shown in fig. 11, 25 is a guide steel pipe connecting joint, and 26 is the deformation sensor.
9) When the pressing down is difficult, the high-pressure flushing system and the pressure mud sucking system are started to assist the pressing down and settling of the wall section. When the upper end surface of the lower wall section is about 1m away from the ground surface, the static pressure machine stops the pressing operation, the levelness and the verticality are regulated and controlled together with the righting machine, the upper half section of the wall section is lifted by the lifting machine, the lifting machine is connected to the lower half section, meanwhile, pipelines in all the wall sections are connected in a spot welding mode, and after all the control sizes reach the design requirements, all the cut parts of the connecting steel plates between the upper section and the lower section are fully welded; and after all the welding lines are cooled, continuing to press the wall section until the design depth is about 0.5m, stopping the hydraulic flushing system, placing the top pressure wall section matched with the static pressure machine, dismantling the righting machine, and adjusting the pressing amount through the static pressure system from two sides to enable the wall to be in place. As shown in fig. 10, 20 is a high-pressure water pipe and a water flow direction, 21 is a water jet of an outlet, 22 is a sludge discharge pipe, and 23 is a sludge flow direction.
10 After the two wall sections are sunk in place, the wall sections are controlled by a hoisting machine and a hydrostatic machine to reach the design size, and then a scraping plate is connected to the upper end clamp; and then pressing down one wall section, and circulating in this way to sink all the wall sections and finish connection.
11 The slurry pump and the ground sludge discharge pipe are removed, a concrete sealing wall inner sludge discharge channel is filled into the prefabricated concrete wall section sludge discharge pipe, when the underground continuous wall is not used as a permanent underground structure body, only bottom sealing treatment is carried out in a wall section cavity, the concrete conveying pipe is independently placed, 1 m-height concrete is poured at the lower end of the wall section cavity to be used as a wall section bottom sealing, and concrete is filled into guide holes on the convex side of the wall section.
12 Grouting to the periphery of the wall body through a high-pressure water channel, controlling the grouting pressure to be 3-5 MPa, monitoring the elevation of the wall body, finding that the wall body is lifted up, and immediately stopping grouting; filling all connection interfaces 12 in the wall body and gaps between the wall body and the stratum through grouting channels at two sides of the embedded wall section, wherein the grouting pressure control value is 5MPa.
13 Measuring the elevation of the wall top surface of the underground diaphragm wall to keep the elevation consistent, and installing a capping beam to connect the underground diaphragm wall into a whole.
14 The underground diaphragm wall is only used as a temporary support, and the capping beam and the guide steel pipe can be recovered and reserved for other purposes after the construction operation in the wall is completed.
For other underground continuous walls, such as two-in-one reverse construction ground continuous walls, pier foundation grid type ground continuous walls, etc., the scheme of the invention can be referred to for treatment.
The invention adopts the fabricated concrete technology to manufacture the wall body, the quality of concrete can be greatly improved due to industrial production, meanwhile, the problem of water leakage of the wall body is solved, the construction of the underground continuous wall adopts the combination of static pressure sinking of the wall body and hydraulic soil taking under the wall, the working procedure of mud wall protection is not needed, and the directly taken water and soil are easy to separate, so that the influence on the environment is greatly reduced. Meanwhile, the process technology of the invention can greatly accelerate the field construction speed and can also promote the underground engineering to move to the industrialized age.
Claims (6)
1. An assembled concrete underground diaphragm wall structure, its characterized in that: the wall section comprises an upper wall section and a lower wall section sinking blade foot, and the wall sections are connected through a connecting structure;
at least two cavities are vertically arranged in the wall section, a pressure water pipe for breaking soil by high-pressure water is arranged in one cavity, a mud pipe for discharging mud water is arranged in one cavity, the pressure water pipe is connected with a high-pressure water pump, and the mud pipe is connected with a slurry pump; a row of high-pressure water outlets for flushing stratum are arranged in the sinking blade feet of the wall section along the trend direction of the wall section, water jet type nozzles with a unidirectional sealing function are arranged at the high-pressure water outlets, the water jet type nozzles are communicated with a pressure water pipe through pressure water distribution channels arranged in the sinking blade feet of the wall section, mud outlet holes which are vertically communicated are also formed in the sinking blade feet of the wall section, and the mud outlet holes are opposite to and communicated with a cavity of the wall section, wherein the cavity is provided with a mud pipe;
the upper end face of each wall section is pre-embedded with a pre-embedded hanging piece which is convenient to hoist;
the connecting structure comprises a steel scraping plate, an annular chuck and a detachable guide steel pipe, wherein the left side and the right side of the wall section are respectively provided with a connecting concave side and a connecting convex side, the connecting convex side of the wall section is matched and clamped with the connecting concave side of the adjacent wall section, the connecting convex side of the wall section is vertically provided with a guide hole, the lower end of the connecting convex side of the wall section is provided with a groove, the edge foot of the wall section below the connecting concave side of the wall section is provided with the annular chuck, the outer ring of the annular chuck is clamped in the groove at the lower end of the connecting convex side of the adjacent wall section, and the guide steel pipe is placed in the guide hole from top to bottom, and the lower end of the guide steel pipe is clamped in the inner ring of the annular chuck;
the upper end face of the connecting convex side of the wall section is connected with the upper end face of the connecting concave side of the adjacent wall section through a steel scraping plate;
the underground continuous wall structure further comprises prefabricated capping beams which are arranged on the wall sections, wherein the beam width of the prefabricated capping beams is equal to the thickness of the wall sections, and the connecting surfaces between the prefabricated capping beams are arranged at the space of the hollow cavities of the wall sections;
the wall section is prefabricated in a segmented mode and comprises an upper wall section and a lower wall section, wherein steel plates are respectively embedded at the lower end of the upper wall section and the upper end of the lower wall section and are welded with each other;
the two sides of the wall sections are preset with vertical and horizontal independent grouting pipeline systems for grouting and sealing water at the joints between the wall sections, the upper ports of the grouting pipeline systems are connected with grouting pumps, and 2-3 horizontal grouting outlet holes are preset along the depth direction of the wall sections.
2. A fabricated concrete underground diaphragm wall structure according to claim 1, wherein: the cavity of the wall section is not more than 1/3 wall thickness in the thickness direction of the wall section, and the cavity interval of the wall section is not less than twice wall thickness.
3. A fabricated concrete underground diaphragm wall structure according to claim 1, wherein: the deformation sensor is arranged in the guide steel pipe and used for monitoring the sinking horizontal state of the wall section in real time, and the deformation sensor is arranged on the symmetry axis of the inner wall of the guide steel pipe.
4. A fabricated concrete underground diaphragm wall structure according to claim 1, wherein: two rows of vertical stress steel bars are arranged in the wall section, each row of vertical stress steel bars is connected through a horizontal longitudinal steel bar, and the two rows of vertical stress steel bars are connected through a horizontal transverse steel bar;
the prefabricated capping beam is provided with a steel bar preformed hole for passing through steel bars, the upper end of each row of vertically stressed steel bars is spaced by about 2m, a steel bar connected with the prefabricated capping beam is reserved, an external thread is arranged on the end of the steel bar in a turning mode, and the steel bar with the external thread passes through the steel bar preformed hole of the prefabricated capping beam from bottom to top and is in threaded connection with a nut.
5. A fabricated concrete underground diaphragm wall structure according to claim 4, wherein: and a cavity is also arranged in the middle of the prefabricated capping beam at a position corresponding to the cavity of the wall section.
6. The construction process of the fabricated concrete underground continuous wall structure according to claim 1, wherein: the method comprises the following steps:
1) Prefabricating concrete wall sections according to the depth and the wall thickness of the underground diaphragm wall, and simultaneously checking whether the waterproof capacity of the wall meets the condition of underground water pressure;
when the depth of the underground diaphragm wall is large and the wall section cannot be prefabricated, transported and hoisted, the prefabricated concrete wall section is divided into a plurality of sections along the depth direction, prefabricated in a segmented mode, sunk in a segmented mode, steel plates are embedded in the upper end face and the lower end face of each middle section, and the sections are connected by adopting a direct welding method;
2) Drawing the arrangement position of a wall body on the ground according to the design trend of the underground continuous wall, firstly constructing a guide groove by using an excavator, lifting one or a plurality of wall sections, vertically placing the wall sections in the guide groove, and simultaneously installing guide steel pipes; two ends of the wall section are respectively provided with a hydraulic static press, the wall section clamping plates of the static press should avoid the concave-convex ends on two sides of the wall section, and at least one machine for righting the wall section is arranged in the middle of the wall section so as to ensure that the wall section is kept vertical to the ground in the construction process;
3) Starting the dynamic and static presses, synchronously pressing down the wall sections at two sides, guiding by using the guiding steel pipes, and synchronously lengthening the guiding steel pipes; simultaneously, the deformation sensor is matched with the real-time monitoring wall section to sink in horizontal state; when the pressing down is difficult, the high-pressure water pump and the slurry pump are started to assist the pressing down sedimentation of the wall section; when the wall section is about to reach the designed depth, stopping the high-pressure water pump, positioning the wall body through the static press, and simultaneously adjusting the pressing quantity at two sides to keep the wall section horizontal;
4) When two adjacent wall sections sink into place, recovering the guide steel pipes, and clamping steel scraping plates;
5) The concrete is cast in place through a mud pipe, and the cutting edge part of the wall section and the lower part of the wall section are fixed; when the waterproof requirement of the underground diaphragm wall is high and the overall bearing capacity requirement is high, all the hollow cavity of the wall section and the guide holes of the connecting convex ends of the wall section are filled with cast-in-place concrete, and the strength grade of the filled concrete is as close as possible to that of the precast concrete;
6) Grouting the periphery of the wall body through reserved grouting and high-pressure water channels, and filling all connecting gaps in the wall body and gaps between the connecting gaps and the ground layer;
7) Installing a prefabricated capping beam, and connecting the underground continuous wall into a whole;
when the depth of the designed underground continuous wall is not more than 15m, the wall sections are reliably connected, and when the stratum condition is good, a prefabricated capping beam is not arranged.
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| CN108589971A (en) * | 2018-07-25 | 2018-09-28 | 哈尔滨工业大学 | A kind of closed-section steel deck combined concrete shear wall connecting node and production method |
| CN110359525B (en) * | 2019-06-20 | 2020-10-02 | 河海大学 | Static pressure prefabricated assembled water pool and construction method thereof |
| CN110387903A (en) * | 2019-07-10 | 2019-10-29 | 台州长天能源技术有限公司 | Sedimentation construction underground structure method product facility |
| CN111549762B (en) * | 2020-04-24 | 2021-07-20 | 中国建筑股份有限公司 | Construction method of continuous wall collapse-preventing pouring template suitable for soft soil area |
| CN113123362A (en) * | 2021-04-15 | 2021-07-16 | 深圳市市政设计研究院有限公司 | Design and construction method for side wall with fabricated underground diaphragm wall serving as main structure |
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