CN108221954B - Easy-to-detach prefabricated underground diaphragm wall, lifting appliance and construction method - Google Patents

Abstract

The invention discloses an easily-detachable prefabricated underground diaphragm wall, a lifting appliance and a construction method, wherein the diaphragm wall comprises a concrete cushion layer, an arch slab beam base and an assembled diaphragm wall which are sequentially arranged from bottom to top; the assembled continuous wall is formed by assembling a plurality of arch plate beam members, through long round steel and rubber steel plate bases; the arch plate beam members have different length types, the long arch plate beam members and the short arch plate beam members are transversely and longitudinally staggered, and the upper arch plate beam member and the lower arch plate beam member in the excavation depth are connected through arc segment bolts. The invention utilizes the structure assembled by arched beam members to form the continuous wall, and has the advantages of tight connection, good overall performance and easy control of wall deformation; the continuous wall part can be lifted out according to specific conditions and recycled, so that the resources are saved, and the method is economical and environment-friendly.

Description

Easy-to-detach prefabricated underground diaphragm wall, lifting appliance and construction method

Technical Field

The invention relates to an underground building construction device and a construction method, in particular to an easily-detachable prefabricated underground continuous wall, a lifting appliance and a construction method.

Background

The underground continuous wall is a kind of grooving construction procedure, its construction means is to utilize the grooving apparatus to excavate a long and narrow deep groove along the periphery of the deep excavation engineering under the mud dado condition, pour the appropriate material to the inslot after the clear groove, form a wall body, then connect several sections of walls into a whole, namely the continuous underground wall body, as intercepting, seepage-proofing, bearing, water retaining structure. The specific construction process is shown in fig. 1. The continuous wall construction has the following characteristics: the working vibration is small, the noise is low, and the device is particularly suitable for urban rail construction and can be used for construction at night; the reinforced concrete or plain concrete is used, so that the rigidity, the strength and the overall stability of the wall are high, and the deformation and the settlement of the structure and the foundation can be reduced; the method can be suitable for various excavated stratum, and can be safely constructed near weak stratum and important buildings except lava geology; in particular, construction near or near the underground pipeline, sedimentation and displacement change are relatively easy to control; the bentonite slurry wall protection construction is mainly used for sealing and protecting the groove wall, can be used for safely and reliably constructing, and does not generate excessive settlement on the surrounding foundation and the foundation.

However, the defects of the traditional cast-in-situ integral underground continuous wall are more prominent, and the defects are mainly shown in the following aspects: 1. the underground continuous wall has the advantages of complex construction process, long construction period and high cost; 2. when the underground diaphragm wall is used as a temporary soil retaining wall and an impermeable wall, the diaphragm wall can not be recycled, so that unnecessary waste is caused; 3. the quality of the joint at the joint web of the underground diaphragm wall is difficult to control, and is a weak link in construction; the problems of wall inclination, surface bulge, exposed ribs, leakage and the like need to be further processed, so that the cost is wasted, and the construction of a later-stage main body structure is greatly influenced; 4. each link of the construction process, the grooving machine selection, the underground grooving construction, the joint treatment, the concrete pouring, the slurry treatment and the like needs to be properly treated, omission cannot be left, and otherwise, the quality of the wall body is seriously influenced; 5. in the construction, the underground water level rises rapidly, the slurry level of the retaining wall drops rapidly, if the property of the slurry is problematic or deteriorated, and the construction is not properly managed, or weak loose sandy interlayer and other conditions exist, the wall of the wall is easy to collapse, the wall concrete is over square, the structural size is out of bounds, and the adjacent ground subsides or even collapses, so that the damage of adjacent buildings and underground pipelines is caused; 6. it is difficult to arrange detection device to accurately detect the soil layer condition of face to earth, and current detection means such as road surface subsidence and deformation are relative lagging.

Disclosure of Invention

Aiming at the defects of the prior art, the invention provides the prefabricated underground diaphragm wall, the lifting appliance and the construction method which are easy to detach, so that the diaphragm wall has good integrity, the deformation of the wall body is easy to control, the concrete bypass phenomenon is not easy to occur, the phenomenon of protruding belly of the reinforced concrete wallboard caused by collapse of soil in a groove is avoided, meanwhile, the requirement on slurry is low, the on-site concrete engineering amount is small, the construction period is short, the construction process is simple, the repeated recycling is realized, the cost is reduced, and the resource is saved.

The invention relates to an easily-detachable prefabricated underground diaphragm wall, which comprises a concrete cushion layer, an arch beam base and an assembled diaphragm wall which are sequentially arranged from bottom to top; the assembled continuous wall is formed by assembling a plurality of arch plate beam members, through long round steel and rubber steel plate bases;

the arch bar beam component comprises an arch plate, a left vertical beam and a right vertical beam, two ends of the arch plate are respectively connected between the left vertical beam and the right vertical beam, the upper end face of the arch plate protrudes out of the upper end faces of the left vertical beam and the right vertical beam, the lower end face of the arch plate is recessed into the lower end faces of the left vertical beam and the right vertical beam, the cross section of the left vertical beam is concave, the cross section of the right vertical beam is convex, the protruding dimensions of the groove of the left vertical beam and the protruding dimensions of the right vertical beam are matched, the protruding height of the upper end of the arch plate and the recessed depth of the lower end of the arch plate are matched, and two thin-wall steel pipe through holes allowing through long round steel to pass are symmetrically formed in the left vertical beam and the right vertical beam; the rubber steel plate base comprises a convex base and a concave base, the surface size of the concave base is consistent with the cross section size of the left vertical beam, the surface size of the convex base is consistent with the cross section size of the right vertical beam, the rubber steel plate base is formed by overlapping and adhering a plurality of thick steel plates and thick rubber pads in a staggered mode, two through holes allowing through long round steel to pass through are symmetrically formed in the concave base and the convex base, a plurality of bolt holes are also uniformly formed in the concave base and the convex base, thick steel plates and thick rubber pads overlapped in a staggered mode of the rubber steel plate base are fastened together through high-strength bolts penetrating through the bolt holes after a certain pretightening force is applied, L-shaped reinforcing steel bars are welded on the big ends of the high-strength bolts, and the other ends of the L-shaped reinforcing steel bars are anchored into the bottoms of the left vertical beam and the right vertical beam in a flush mode when an arch beam component is manufactured, and the lower end is guaranteed;

the arch bar beam members have different length types, the long arch bar beam members and the short arch bar beam members are transversely and longitudinally staggered, and the upper arch bar beam member and the lower arch bar beam member in the excavation depth are connected through arc segment bolts;

the arch plate girder base is formed by a plurality of rectangular reinforced concrete structures, a first layer of arch plate girder components arranged on the arch plate girder base and the arch plate girder base are integrally poured, round steel is pre-anchored into the arch plate girder base, then long round steel is connected in a preset mode, and then the arch plate girder components with the lower ends anchored into the rubber steel plate base sequentially penetrate through the thin-wall steel tube through holes, are hung into grooves and are assembled into a continuous wall.

The arch plate of the arch plate beam member can generate certain back tension to the left vertical beam and the right vertical beam at two sides due to the arch structure of the arch plate, and the self weight of the member is added so as to strengthen the compactness and stability of the connection of the integral wall; the arch plate beam members are formed by staggering long arch plate beam members and short arch plate beam members into a continuous wall, so that the shearing resistance of the continuous wall is improved; the arch plate beam members are installed after the through long round steel is spliced on the arch plate beam base in advance, so that the integral installation precision of the spliced continuous wall can be ensured, and the integral strength and stability can be improved; the bottommost arch plate beam component and the arch plate beam base are poured into an integrated structure, round steel is anchored into the arch plate beam base, so that the base is more stable, and part of the arch plate beam component at the hoisting position is hoisted after the continuous wall construction is finished, so that the arch plate beam is suitable for terrains needing a certain settlement amount; the rubber steel plate base between the upper member and the lower member generates certain compression deformation by applying certain prestress before connection and then screws up the high-strength bolt, so that the strain generated after splicing is effectively reduced, and the rubber steel plate base can relieve the stress concentration of a connecting piece and allow small deformation to be generated, so that the stress of the long round steel is more coordinated; the arc segment bolts can limit deformation generated in the excavation process after deformation coordination of the integral components of the continuous wall.

In order to further improve the waterproof capability and the shearing resistance of the continuous wall, clamping grooves are formed in the middle of the arch plate, the middle of the outer side of the left vertical beam and the middle of the outer side of the right vertical beam, and rubber water stopping sheets are coated in the clamping grooves.

Further, a detection device is arranged in the arch-shaped plate arch, and the detection device comprises a strain gauge, a vibration sensor, a displacement sensor, a liquid level sensor and a temperature sensor.

The detection device can monitor the pressure, sedimentation, deformation, water conservancy and other change conditions of the soil body of the earth facing surface, so that the device can be predicted in advance and effectively cope with the conditions.

Furthermore, the through long round steel is formed by connecting a plurality of round steels, and every two round steels are connected through threaded connection or pin shaft insertion. Different round steel connection modes can be selected according to different construction requirements, and when the whole body needs to be lifted out and detached, the two round steels are preferably connected by screw threads; when the part is required to be lifted out and detached, round steel in the part of the continuous wall left in the construction groove can be inserted by adopting a pin shaft.

Further, before assembling, the upper end of each arch beam member is sleeved with a rubber protective sleeve, a rubber protective sleeve steel plate is arranged in the rubber protective sleeve, and each steel plate is provided with a hoisting ring hole. Through the rubber protective sleeve is sleeved at the splice joint of the arch plate beam component, the rubber protective sleeve has a certain protection effect in the transportation process and can prevent impurities such as silt in the splicing process.

The utility model provides a quick detachable's special lifting device of prefabricated underground diaphragm wall, includes triangle-shaped jib, flat jib and two sets of lifting devices, and upper lifting bolt installs in the upper lifting bolt hole of arch form board, and lower lifting bolt installs in the lower lifting bolt hole of arch form board, has a distance between upper and lower lifting bolt, and triangle-shaped jib passes through hoist I and links to each other with upper lifting bolt, hoist I includes steel stranded rope I and rope knot I, and the hookup location of rope knot I is higher than ground elevation; the flat suspender is connected with the lower hoisting bolt through a lifting appliance II, the lifting appliance II comprises a steel strand II, a shackle and a rope buckle II, the shackle connects the lower hoisting bolt on the steel strand II, and the rope buckle II can be fixed at any position of the steel strand II.

The flat suspender is a common long rod type, the triangular suspender is an isosceles triangle, the sling I is hung at the long edge of the lowest end of the triangular suspender, and the lifting of the component can be safely and efficiently completed on the premise of not damaging the structure through the lifting bolt; the upper and lower hoisting bolts are staggered by a certain distance, and the hoisting stability is ensured by means of mutual cancellation of the same-line component force and the upper triangular suspender; through reserving the steel strand wires, can hang prefabricated underground continuous wall according to specific operating mode part or whole after main part construction is accomplished with the help of hoist and mount bolt and logical long round steel, then cyclic reuse.

A construction method of a prefabricated underground continuous wall easy to detach comprises the following steps:

firstly, pre-burying pipelines in an arch plate beam when prefabricating the arch plate beam member, and installing a detection device at a specified position of the arch plate beam and marking;

secondly, entering a construction site to form a groove under the protection of a mud retaining wall, digging to a position which is more than a designed elevation by a certain depth for bottom cleaning, and pouring concrete to the designed bottom elevation through a guide pipe to serve as a concrete cushion;

thirdly, integrally pouring a first layer of arch plate beam components and an arch plate beam base, which are arranged on the arch plate beam base, anchoring round steel into the arch plate beam base in advance, hanging the arch plate beam base until the designed elevation is reached after the concrete is finally set, leveling cushion concrete, hanging out, and accurately hanging the arch plate beam base into a groove through a hanging bolt after the concrete is finally set; meanwhile, reserving steel strands on a steel plate hoisting ring hole of a rubber protective sleeve at the upper end of the arch bar beam component;

step four, horizontally hoisting a second layer of arch plate beam component to a position right above the appointed position by utilizing two cranes, wherein one crane is connected with a horizontal boom, the other crane is connected with a triangular boom, then disassembling a shackle on an end lifting appliance II, and vertically downward placing the arch plate beam component to the appointed position by utilizing the triangular boom and a lifting appliance I;

step five, connecting the through long round steel together in sequence according to a design mode in the process of lowering the second-layer arch plate girder component until the elevation of the top of the through long round steel is higher than the mud surface;

sequentially hoisting arch bar beam members according to a fourth hoisting mode to enable the thin-wall steel pipe through holes reserved in the arch bar beam members to penetrate through four long round steels, and hoisting a last arch bar beam rubber protective sleeve when the arch bar beam members are lowered to a position close to a splicing joint, and then sequentially splicing the arch bar beam rubber protective sleeves in place; hoisting and splicing are sequentially and alternately performed according to the long arch plate beam members and the short arch plate beam members;

seventhly, constructing to two sides in sequence, anchoring the upper end of the through long round steel into an upper concrete support, and ensuring the overall stability through up-down connection;

eighth, after three underground continuous walls are constructed, joint boxes are arranged on the two sides of the underground continuous walls, cement slurry is injected into the gaps between the joint boxes and soil bodies on the two sides of the underground continuous walls at high pressure, so that the soil bodies on the two sides of the underground continuous walls are uniformly stressed, and the settlement of the underground continuous walls is reduced; after the cement slurry reaches a certain strength, constructing underground continuous walls on two sides; or placing joint boxes on two sides of the first frame during construction, hoisting the arch-slab beam component, and injecting cement slurry with a depth lower than the elevation of the arch-slab beam component at high pressure;

ninth, connecting an upper arch plate beam component and a lower arch plate beam component at the connecting joint of the arch plate beam by using arc segment bolts, and erecting a steel support at the connecting joint of the arch plate beam to ensure stability, thereby forming a plate beam column stress system;

tenth, after the construction of the main body structure is completed and the strength and sedimentation are stable, firstly removing arch slab beams at corners, hoisting other arch slab beam components except the arch slab beam components connected with the arch slab beam base by means of hoisting bolts through reserved steel stranded wires, and then removing round steel; and (3) injecting cement slurry in time when the demolishing work of one underground diaphragm wall is finished, and continuing the demolishing work of the underground diaphragm wall of the adjacent section after the cement slurry reaches a certain strength.

The cement slurry is prepared from water, cement, fly ash, clay, construction waste material powder or sand and an additive.

The invention solves the problems of high cost, long construction period, difficult control of the construction quality of the underground continuous wall, more hidden danger of the wall after excavation and the like of the existing cast-in-situ underground continuous wall, and the continuous wall is formed by adopting the structure assembled by arched beam members, so that the cast-in-situ underground continuous wall has the advantages of tight connection, good overall performance and easy control of wall deformation; the continuous wall can be integrally lifted out according to specific conditions and recycled, so that the resources are saved, and the method is economical and environment-friendly; meanwhile, the earth facing condition can be detected safely, conveniently and accurately.

Drawings

FIG. 1 is a flow chart of a construction process of an integral underground diaphragm wall in the prior art;

FIG. 2 is a schematic diagram of the structure of the present invention;

FIG. 3 is a schematic view of the structure of the arch girder of the present invention;

FIG. 4 is a schematic perspective view of a convex-shaped base of the present invention;

FIG. 5 is a schematic perspective view of a concave-shaped base of the present invention;

FIG. 6 is a schematic view of the structure of a high strength bolt according to the present invention;

FIG. 7 is an assembled view of the arch girder member and the full length round steel, rubber steel plate base of the present invention;

FIG. 8 is a schematic view of a rubber protective sleeve according to the present invention;

FIG. 9 is a schematic view of the steel plate structure of the rubber protective sleeve provided in FIG. 9;

FIG. 10 is a schematic view of a pin-inserted round steel structure in accordance with the present invention;

FIG. 11 is a schematic view of a threaded round steel structure in accordance with the present invention;

FIG. 12 is a schematic view of a triangular boom structure;

FIG. 13 is a schematic view of the structure of the lifting appliance I;

fig. 14 is a schematic view of the structure of a sling II;

FIG. 15 is a schematic view of a lifting and leveling arch girder base structure;

in the figure: 1. a concrete cushion layer; 2. a arch plate girder base; 3. assembling a continuous wall; 4. arch plate beam members; 41. an arch plate; 42. a left vertical beam; 43. a right vertical beam; 44. lifting the bolt hole; 45. a lower hoisting bolt hole; 5. through long round steel; 51. round steel; 6. a rubber steel plate base; 61. a convex base; 62. a concave base; 63. bolt holes; 64. a high strength bolt; 65. l-shaped reinforcing steel bars; 7. arc segment bolts; 8. hanging a rubber water stop sheet; 9. a rubber protective sleeve; 91. a rubber protective sleeve steel plate; 92. hoisting the annular hole; 10. triangle suspender; 11. lifting bolts; 12. a lower hoisting bolt; 13. a lifting appliance I;13-1, steel strand I;13-2, rope fastener I;14-1, steel strand II;14-2, shackle; 14-3, rope fastener II.

Description of the embodiments

The invention is further described below with reference to the accompanying drawings.

As shown in fig. 2 to 7, the prefabricated underground diaphragm wall easy to detach comprises a concrete cushion layer 1, an arch beam base 2 and an assembled diaphragm wall 3 which are sequentially arranged from bottom to top; the assembled diaphragm wall 3 is formed by assembling a plurality of arch plate beam members 4, through long round steel 5 and a rubber steel plate base 6;

the arch bar beam component 4 comprises an arch plate 41, a left vertical beam 42 and a right vertical beam 43, two ends of the arch plate 41 are respectively connected between the left vertical beam 42 and the right vertical beam 43, the upper end face of the arch plate 41 protrudes out of the upper end faces of the left vertical beam 42 and the right vertical beam 43, the lower end face of the arch plate 41 is recessed into the lower end faces of the left vertical beam 42 and the right vertical beam 43, the cross section of the left vertical beam 42 is concave, the cross section of the right vertical beam 43 is convex, the grooves of the left vertical beam 42 are matched with the protruding dimensions of the right vertical beam 43, the protruding height of the upper end of the arch plate 41 is matched with the recessed depth of the lower end of the arch plate 41, and two thin-wall steel tube through holes allowing through long round steel 5 to pass are symmetrically formed in the left vertical beam 42 and the right vertical beam 43; the rubber steel plate base 6 comprises a convex base 61 and a concave base 62, the surface size of the concave base 62 is consistent with the cross section size of the left vertical beam 42, the surface size of the convex base 61 is consistent with the cross section size of the right vertical beam 43, the rubber steel plate base 6 is formed by overlapping and adhering a plurality of thick steel plates and thick rubber pads in a staggered manner, two through holes allowing long round steel to pass through are symmetrically formed in the concave base 62 and the convex base 61, a plurality of bolt holes 63 are uniformly distributed in the concave base and the convex base, the thick steel plates and the thick rubber pads overlapped in a staggered manner of the rubber steel plate base 6 are fastened together by high-strength bolts 64 passing through the bolt holes 63 after a certain pretightening force is applied, L-shaped steel bars 65 are welded on the big ends of the high-strength bolts 64, and the other ends of the L-shaped steel bars 65 are anchored into the bottoms of the left vertical beam 42 and the right vertical beam 43 when the arched beam member 4 is manufactured, and the lower ends are flush;

the arch bar beam members 4 are of different length types, the long arch bar beam members and the short arch bar beam members are transversely and longitudinally staggered, and the upper arch bar beam member and the lower arch bar beam member in the excavation depth are connected through arc duct piece bolts 7;

the arch girder base 2 is formed by a plurality of rectangular reinforced concrete structures, a first layer of arch girder members 4 arranged on the arch girder base 2 and the arch girder base 2 are integrally poured, round steel 51 is anchored in the arch girder base 2 in advance, then long round steel 5 is connected in a preset mode, and then the arch girder members with the lower ends anchored in the rubber steel plate base 6 sequentially penetrate through thin-wall steel tube through holes, are hung into grooves and are assembled into a continuous wall.

The arch plate 41 of the arch plate beam member generates certain back tension to the left vertical beam 42 and the right vertical beam 43 at two sides due to the arch structure, and the self weight of the member is added so as to strengthen the compactness and stability of the integral wall connection; the arch plate beam members 4 are formed by staggering long arch plate beam members and short arch plate beam members into a continuous wall, so that the shearing resistance of the continuous wall is improved; the arch plate beam base seat 2 is provided with the arch plate beam member 4 after the through long round steel 5 is spliced in advance, so that the integral installation precision of the spliced continuous wall 3 can be ensured, and the integral strength and stability can be improved; the bottommost arch plate beam component 4 and the arch plate beam base 2 are poured into an integrated structure, and round steel 51 is anchored into the arch plate beam base 2, so that the base is more stable, and part of the arch plate beam component at the hoisting position is hoisted after the continuous wall construction is finished, and the arch plate beam is suitable for terrains needing a certain settlement; the rubber steel plate base 6 between the upper arch plate beam member and the lower arch plate beam member generates certain compression deformation by applying certain prestress before connection and then screws up the high-strength bolt 64, so that the strain generated after splicing is effectively reduced, the rubber steel plate base 6 can relieve the stress concentration of a connecting piece and allow small deformation to be generated, and the stress of the through long round steel 5 is more coordinated; the arc segment bolts 7 can limit deformation generated in the excavation process after deformation coordination of the integral components of the continuous wall.

As shown in fig. 7, in order to further improve the waterproof performance and the shear force resistance of the continuous wall, the middle part of the arch plate 41, the middle part of the outer side of the left vertical beam 42 and the middle part of the outer side of the right vertical beam 43 are provided with clamping grooves, and the clamping grooves are internally covered with the rubber water stop sheet 8.

Further, a detecting device is installed in the arch of the arch plate 41, and the detecting device comprises a strain gauge, a vibration sensor, a displacement sensor, a liquid level sensor and a temperature sensor.

The detection device can monitor the pressure, sedimentation, deformation, water conservancy and other change conditions of the soil body of the earth facing surface, so that the device can be predicted in advance and effectively cope with the conditions.

As shown in fig. 10 and 11, the through-length round steel 5 is formed by connecting a plurality of round steels 51, and every two round steels 51 are connected through threaded connection or pin shaft insertion. Different round steel connection modes can be selected according to different construction requirements, and when the whole body needs to be lifted out and detached, the two round steels are preferably connected by screw threads; when the part is required to be lifted out and detached, round steel in the part of the continuous wall left in the construction groove can be inserted by adopting a pin shaft.

As shown in fig. 8 and 9, before assembling, the upper end of each arch beam member 4 is sleeved with a rubber protecting sleeve 9, a rubber protecting sleeve steel plate 91 is arranged in the rubber protecting sleeve 9, and each steel plate is provided with a lifting ring hole 92. Through the rubber protective sleeve is sleeved at the splice joint of the arch plate beam component, the rubber protective sleeve has a certain protection effect in the transportation process and can prevent impurities such as silt in the splicing process.

As shown in fig. 12 to 14, a special lifting appliance for a prefabricated underground continuous wall easy to detach comprises a triangular lifting rod 10, a flat lifting rod (not shown in the figure) and two groups of lifting appliances, wherein an upper lifting bolt 11 is arranged in an upper lifting bolt hole 44 of a arch plate 41, a lower lifting bolt 12 is arranged in a lower lifting bolt hole 45 of the arch plate 41, a distance is reserved between the upper lifting bolt and the lower lifting bolt, the triangular lifting rod 10 is connected with the upper lifting bolt 11 through a lifting appliance I13, the lifting appliance I13 comprises a steel twisted rope I13-1 and a rope fastener I13-2, and the connecting position of the rope fastener I13-2 is higher than the ground elevation; the flat suspender is connected with the lower lifting bolt 12 through a lifting appliance II, the lifting appliance II comprises a steel strand II14-1, a shackle 14-2 and a rope buckle II14-3, the shackle 14-2 connects the lower lifting bolt 12 on the steel strand II14-1, and the rope buckle II14-3 can be fixed at any position of the steel strand II 14-1.

The flat suspender is a common long rod type, the triangular suspender 10 is an isosceles triangle, and the sling I13 is hung at the long edge of the lowest end of the triangular suspender, so that the lifting of the component can be safely and efficiently finished on the premise of not damaging the structure through the lifting bolt; the upper and lower hoisting bolts are staggered by a certain distance, and the hoisting stability is ensured by means of mutual cancellation of the same-line component force and the upper triangular suspender; through reserving the steel strand wires, can hang prefabricated underground continuous wall according to specific operating mode part or whole after main part construction is accomplished with the help of hoist and mount bolt and logical long round steel, then cyclic reuse.

As shown in fig. 2 to 15, a construction method of a prefabricated underground diaphragm wall which is easy to detach comprises the following steps:

firstly, pre-burying pipelines in an arch plate beam when prefabricating the arch plate beam member 4, and installing a detection device at a specified position of the arch plate beam and marking;

secondly, entering a construction site to form a groove under the protection of a mud retaining wall, digging to a position which is more than a designed elevation by a certain depth for bottom cleaning, and pouring concrete to the designed bottom elevation through a guide pipe to serve as a concrete cushion layer 1;

thirdly, integrally pouring a first layer of arch plate beam components 4 arranged on the arch plate beam base 2 and the arch plate beam base 2, pre-anchoring round steel 51 into the arch plate beam base 2, hoisting the arch plate beam base 2 to a designed elevation after the concrete is final set, leveling cushion concrete, hoisting out, and accurately hoisting the arch plate beam base 2 into a groove through a hoisting bolt after the concrete is final set; meanwhile, steel strands are reserved on a lifting annular hole 92 of a rubber protection sleeve steel plate 91 at the upper end of the arch-bar beam component 4;

step four, horizontally hoisting the second-layer arched girder member 4 to a position right above the appointed position by utilizing two cranes, wherein one crane is connected with a flat boom, the other crane is connected with a triangular boom, then detaching a shackle 14-2 on an end lifting appliance II, and vertically downward placing the arched girder member 4 to the appointed position by utilizing the triangular boom 10 and a lifting appliance I13;

step five, connecting the through long round steel 5 together in sequence according to a design mode in the process of lowering the second-layer arch plate girder member 4 until the elevation of the top of the through long round steel is higher than the mud surface;

sequentially hoisting the arch bar beam members 4 according to a fourth hoisting mode, enabling the thin-wall steel pipe through holes reserved in the arch bar beam members 4 to penetrate through the four through long round steels 5, hoisting the last arch bar beam rubber protective sleeve 9 when the arch bar beam members 4 are lowered to the position close to the splicing seams, and then sequentially splicing the arch bar beam rubber protective sleeves in place; hoisting and splicing are sequentially and alternately performed according to the long arch plate beam members and the short arch plate beam members;

seventhly, constructing to two sides in sequence, anchoring the upper end of the through long round steel 5 into an upper concrete support, and ensuring the overall stability through up-down connection;

eighth, after three underground continuous walls are constructed, joint boxes are arranged on the two sides of the underground continuous walls, cement slurry is injected into the gaps between the joint boxes and soil bodies on the two sides of the underground continuous walls at high pressure, so that the soil bodies on the two sides of the underground continuous walls are uniformly stressed, and the settlement of the underground continuous walls is reduced; after the cement slurry reaches a certain strength, constructing underground continuous walls on two sides; or placing joint boxes on two sides during construction of the first web, hoisting the arch plate girder member 4, and injecting cement slurry with a depth lower than the elevation of the arch plate girder member 4 at high pressure;

ninth, connecting an upper arch plate beam component and a lower arch plate beam component at the position of the connecting seam of the arch plate beam by using arc segment bolts 7, and erecting a steel support at the position of the connecting seam of the arch plate beam to ensure stability, thereby forming a plate beam column stress system;

tenth, after the construction of the main body structure is completed and the strength and sedimentation are stable, firstly removing arch slab beams at corners, hoisting other arch slab beam components except the arch slab beam components connected with the arch slab beam base by means of hoisting bolts through reserved steel stranded wires, and then removing round steel; and (3) injecting cement slurry in time when the demolishing work of one underground diaphragm wall is finished, and continuing the demolishing work of the underground diaphragm wall of the adjacent section after the cement slurry reaches a certain strength.

The cement slurry is prepared from water, cement, fly ash, clay, construction waste material powder or sand and an additive.

Claims (7)

1. The prefabricated underground diaphragm wall easy to disassemble is characterized by comprising a concrete cushion layer (1), an arch beam base (2) and an assembled diaphragm wall (3) which are sequentially arranged from bottom to top; the assembled continuous wall (3) is formed by assembling a plurality of arch beam members (4), through long round steel (5) and a rubber steel plate base (6);

the arch bar beam component (4) comprises an arch plate (41), a left vertical beam (42) and a right vertical beam (43), two ends of the arch plate (41) are respectively connected between the left vertical beam (42) and the right vertical beam (43), the upper end face of the arch plate (41) protrudes out of the upper end faces of the left vertical beam (42) and the right vertical beam (43), the lower end face of the arch plate (41) is recessed into the lower end faces of the left vertical beam (42) and the right vertical beam (43), the cross section of the left vertical beam (42) is concave, the cross section of the right vertical beam (43) is convex, the concave groove of the left vertical beam (42) is matched with the protruding size of the right vertical beam (43), the protruding height of the upper end of the arch plate (41) is matched with the recessed depth of the lower end of the arch plate (41), and two thin-wall steel tube through holes allowing long round steel (5) to pass through are symmetrically arranged on the left vertical beam (42) and the right vertical beam (43); the rubber steel plate base (6) comprises a convex base (61) and a concave base (62), the surface size of the concave base (62) is consistent with the cross section size of the left vertical beam (42), the surface size of the convex base (61) is consistent with the cross section size of the right vertical beam (43), the rubber steel plate base (6) is formed by overlapping and adhering a plurality of thick steel plates and thick rubber pads in a staggered mode, two through holes allowing long round steel to pass through are symmetrically formed in the concave base (62) and the convex base (61), a plurality of bolt holes (63) are uniformly distributed in the concave base and the convex base, the thick steel plates and the thick rubber pads which are overlapped in a staggered mode of the rubber steel plate base (6) are fastened together through high-strength bolts (64) penetrating through the bolt holes (63), L-shaped steel bars (65) are welded on the big ends of the high-strength bolts (64), and the other ends of the L-shaped steel bars (65) are anchored into the bottoms of the left vertical beam (42) and the right vertical beam (43) when the arched beam member (4) is manufactured, and the lower ends are flush;

the arch plate beam members (4) are of different length types, the long arch plate beam members and the short arch plate beam members are arranged transversely and longitudinally in a staggered mode, and the upper arch plate beam member and the lower arch plate beam member in the excavation depth are connected through arc duct piece bolts (7);

the arch plate beam base (2) is formed by a plurality of rectangular reinforced concrete structures, a first layer of arch plate beam components (4) arranged on the arch plate beam base (2) and the arch plate beam base (2) are integrally poured, round steel (51) is anchored in the arch plate beam base (2) in advance, then the arch plate beam components with the lower ends anchored in the rubber steel plate base (6) are sequentially hung into grooves and assembled into a continuous wall after the long round steel (5) is connected in a preset mode.

2. The prefabricated underground diaphragm wall easy to disassemble according to claim 1, wherein the middle part of the arch board (41), the middle part of the outer side of the left vertical beam (42) and the middle part of the outer side of the right vertical beam (43) are provided with clamping grooves, and the clamping grooves are internally coated with rubber water stop sheets (8).

3. The prefabricated underground diaphragm wall easy to disassemble as claimed in claim 2, wherein the arch-shaped plate (41) is internally provided with a detection device which comprises a strain gauge, a vibration sensor, a displacement sensor, a liquid level sensor and a temperature sensor.

4. A prefabricated underground diaphragm wall easy to disassemble according to claim 3, characterized in that the through-length round steel (5) is formed by connecting a plurality of round steels (51), and every two round steels (51) are connected through threaded connection or pin shaft insertion.

5. A prefabricated underground diaphragm wall easy to disassemble according to any one of claims 1 to 4, wherein the upper end of each arch beam member (4) is fitted with a rubber protecting sleeve (9) before assembly, a rubber protecting sleeve steel plate (91) is arranged in the rubber protecting sleeve (9), and each steel plate is provided with a hoisting ring hole (92).

6. A method of constructing a readily removable prefabricated underground diaphragm wall as claimed in any one of claims 1 to 5, comprising the steps of:

firstly, pre-burying pipelines in an arch plate beam when prefabricating the arch plate beam component (4), and installing a detection device at a specified position of the arch plate beam and marking;

secondly, entering a construction site to form a groove under the protection of a mud retaining wall, digging to a position which is more than a designed elevation by a certain depth for bottom cleaning, and pouring concrete to the designed bottom elevation through a guide pipe to serve as a concrete cushion layer (1);

thirdly, integrally pouring a first layer of arch plate beam components (4) arranged on the arch plate beam base (2) and the arch plate beam base (2), pre-anchoring round steel (51) into the arch plate beam base (2), hanging the arch plate beam base (2) until the designed elevation is reached after the concrete is finally set, leveling the cushion concrete, hanging the cushion concrete, and accurately hanging the arch plate beam base (2) into a groove through a hanging bolt after the concrete is finally set; meanwhile, steel strands are reserved on a hoisting annular hole (92) of a rubber protection sleeve steel plate (91) at the upper end of the arch-bar beam component (4);

step four, horizontally hoisting a second layer of arch plate girder members (4) to a position right above a designated position by utilizing two cranes, wherein one crane is connected with a flat boom, the other crane is connected with a triangular boom, then detaching a shackle (14-2) on an end lifting appliance II, and vertically lowering the arch plate girder members (4) to the designated position by utilizing the triangular boom (10) and a lifting appliance I (13);

step five, sequentially connecting the through long round steel (5) together according to a design mode in the process of lowering the second-layer arch plate girder member (4) until the elevation of the top of the through long round steel is higher than the mud surface;

sequentially hoisting arch-plate beam members (4) according to a fourth hoisting mode, enabling thin-wall steel pipe through holes reserved in the arch-plate beam members (4) to penetrate through four through long round steels (5), hoisting a last arch-plate beam rubber protective sleeve (9) when the arch-plate beam members (4) are lowered to a position close to a splicing seam, and then sequentially splicing the arch-plate beam rubber protective sleeves in place; hoisting and splicing are sequentially and alternately performed according to the long arch plate beam members and the short arch plate beam members;

seventhly, constructing to two sides in sequence, anchoring the upper end of the through long round steel (5) into an upper concrete support, and ensuring the overall stability through up-down connection;

eighth, after three underground continuous walls are constructed, joint boxes are arranged on the two sides of the underground continuous walls, cement slurry is injected into the gaps between the joint boxes and soil bodies on the two sides of the underground continuous walls at high pressure, so that the soil bodies on the two sides of the underground continuous walls are uniformly stressed, and the settlement of the underground continuous walls is reduced; after the cement slurry reaches a certain strength, constructing underground continuous walls on two sides; or placing joint boxes on two sides during construction of the first web, hoisting the arch-plate beam component (4), and injecting cement slurry with a depth lower than the elevation of the arch-plate beam component (4) at high pressure;

ninth, connecting an upper arch plate beam component and a lower arch plate beam component by using arc segment bolts (7) at the position of the connecting seam of the arch plate beam, and erecting a steel support at the position of the connecting seam of the arch plate beam to ensure stability, thereby forming a plate beam column stress system;

tenth, after the construction of the main body structure is completed and the strength and sedimentation are stable, firstly removing arch slab beams at corners, hoisting other arch slab beam components except the arch slab beam components connected with the arch slab beam base by means of hoisting bolts through reserved steel stranded wires, and then removing round steel; and (3) injecting cement slurry in time when the demolishing work of one underground diaphragm wall is finished, and continuing the demolishing work of the underground diaphragm wall of the adjacent section after the cement slurry reaches a certain strength.

7. The method for constructing a prefabricated underground diaphragm wall which is easy to disassemble as claimed in claim 6, wherein the cement slurry is made of water, cement, water glass, fly ash, clay, construction waste material powder or sand and an additive.