CN110725302B - Construction method of prefabricated cast-in-place combined underground diaphragm wall - Google Patents
Construction method of prefabricated cast-in-place combined underground diaphragm wall Download PDFInfo
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- CN110725302B CN110725302B CN201911025145.6A CN201911025145A CN110725302B CN 110725302 B CN110725302 B CN 110725302B CN 201911025145 A CN201911025145 A CN 201911025145A CN 110725302 B CN110725302 B CN 110725302B
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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
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/16—Arrangement or construction of joints in foundation structures
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Abstract
The invention discloses a construction method of a prefabricated cast-in-place combined underground diaphragm wall. The diaphragm wall is used for retaining soil, stopping water and the like during construction of a building foundation pit. By adopting the construction method, the problems of 'flow winding', seam mud clamping and incapability of lowering and pulling up the fore shaft pipe of the underground continuous wall are solved, the construction time of the unit groove section is shortened, the time for simultaneously operating a large number of manual machines is reduced, the process of placing the reaction box on the back side is reduced due to the adoption of prefabrication in advance, the efficiency is improved, and a brand new method is provided for the construction of the underground continuous wall.
Description
Technical Field
The invention belongs to the technical field of building construction, and particularly relates to a construction method suitable for underground continuous walls except rocks.
Background
At present, the construction of underground diaphragm walls is carried out by adopting a hydraulic grab bucket to carry out grooving construction, then a steel reinforcement cage is put down, a fore shaft pipe or a joint box is placed, and finally concrete is poured. The traditional construction method needs a large amount of manpower and machines for simultaneous construction, concrete is easy to flow around in some silt stratums, joints cannot be processed cleanly, and finally seam water leakage is caused. The method adopts the prefabricated wall section to replace the traditional fore shaft pipe and the joint box, avoids the concrete 'streaming problem', ensures the water stopping effect of the joint, controls a great amount of time for simultaneously using manpower and machinery, and also responds to the idea of developing the assembly type green building in China.
Disclosure of Invention
In view of the above problems in the prior art, an object of the present invention is to provide a method for constructing an underground diaphragm wall, which effectively controls common quality problems.
The construction method of the prefabricated cast-in-place combined underground diaphragm wall is characterized in that a guide wall is constructed on the ground along the side line of an underground structure or a high-rise building foundation pit designed on a drawing firstly, a fore-frame groove section and a closed-frame groove section are alternately divided at intervals according to different intervals after the construction of the guide wall is finished, the fore-frame groove section is firstly excavated in the guide wall by a grooving machine under the state of slurry wall protection, a prefabricated wall body prefabricated in advance is placed into the excavated fore-frame groove section, then concrete pouring is carried out on a cavity in the middle of the prefabricated wall body, and all the fore-frame groove sections are constructed in sequence by repeating the steps; and excavating the closed width groove section to the designed depth by using a trenching machine under the state of slurry wall protection, then placing a reinforcement cage in the excavated closed width groove section filled with slurry and pouring concrete, gradually pouring the concrete upwards from the bottom of the groove section trench, replacing the slurry, forming a reinforced concrete wall under the underground of the closed width groove section, and repeating the steps to construct all the closed width groove sections to form an integral underground continuous wall.
The construction method of the prefabricated cast-in-place combined underground continuous wall is characterized by comprising the following specific construction methods:
1) selecting a grooving machine with the same width and size as the standard underground continuous wall designed by the drawing, and prefabricating a prefabricated wall body with the width matched with the design width of the drawing;
2) excavating guide wall ditches, respectively pouring inverted L-shaped guide walls on two sides of each guide wall ditch, enabling the distance between the two inverted L-shaped guide walls to be the same as the width of a standard underground continuous wall designed by a drawing, connecting each guide wall ditch into a closed guide wall along the side line of a foundation pit, and enabling the depth of each inverted L-shaped guide wall to be equal to the depth of each guide wall ditch;
3) after the inverted L-shaped guide wall is shaped, alternately dividing the first width groove section and the closed width groove section at intervals according to different intervals; excavating the advanced groove section to a designed depth by using the grooving machine in the step 1) under the states of the inverted L-shaped guide wall and the slurry retaining wall to obtain an advanced construction groove section of the underground diaphragm wall;
4) placing a prefabricated wall body with prefabricated bottom sections into the fore-width groove sections excavated in the step 3), fixing the top ends of the prefabricated wall bodies with the bottom sections on the guide walls, butting the adjacent middle prefabricated wall bodies, sequentially lowering, finally butting the prefabricated wall bodies with the top sections, lowering the prefabricated wall bodies to the designed depth, pouring concrete into the square through long holes of the prefabricated wall bodies, plugging the square through long holes, and completing construction of the fore-width groove sections;
5) excavating to a designed depth by using the trenching machine in the step 1) under the states of the inverted L-shaped guide wall and the slurry retaining wall to obtain a closed construction groove section of the underground continuous wall;
6) placing a prefabricated reinforcement cage into the closed construction groove section, and then pouring concrete into the groove section in which the reinforcement cage is placed by using a guide pipe method to form a reinforced concrete wall section;
7) and (5) repeating the step 5) and the step 6) until all the construction of the closed width groove section is completed, and obtaining the underground continuous wall required by the design of the drawing.
The construction method of the prefabricated cast-in-place combined underground continuous wall is characterized in that the prefabricated wall in the step 1) is a pretensioned prestressed wall, the prefabricated wall comprises a hollow square main body, 1-2 square through long holes are formed in the square main body in the axial direction, trapezoidal grooves are symmetrically formed in the side face of the square main body in the axial direction, connecting protrusions are arranged at one end of the upper end head and one end of the lower end head of the middle prefabricated wall, connecting grooves matched with the connecting protrusions are formed in the other end of the upper end head and the lower end head of the middle prefabricated wall, connecting protrusions or connecting grooves are formed in the lower end of the top prefabricated wall and the upper end of the bottom prefabricated wall and are connected with the connecting grooves or connecting protrusions of the adjacent prefabricated wall in a matching mode, the length of the prefabricated wall is 10-16m, preferably 12-15m, the width of the prefabricated wall is 2m, and the width of the prefabricated wall is 2-4cm smaller than the designed width.
The construction method of the prefabricated cast-in-place combined underground continuous wall is characterized in that the bottom of the prefabricated wall body of the bottom section is provided with a pointed head part; the top of the top section prefabricated wall body is provided with two vibration steel plates which can be matched and clamped with the clamping plates of the vibration hammer, in the step 4), the vibration hammer clamps the two vibration steel plates in the process of lowering the prefabricated wall body, power is provided for lowering the prefabricated wall body through vibration, and smooth lowering is guaranteed; every section of prefabricated wall body top four corners and a side are equipped with 4 lugs respectively, and every section of prefabricated wall body bottom four corners corresponds the setting and is equipped with 4 recesses that match with the lug.
The construction method of the prefabricated cast-in-place combined underground diaphragm wall is characterized in that a convex connecting steel plate is welded on the outer side of a convex main rib at the width position of a connecting convex, a groove connecting steel plate is welded on the outer side of a groove main rib at the width position of a connecting groove, bolt holes are correspondingly formed in the convex connecting steel plate and the groove connecting steel plate, nuts are arranged on the inner sides of the bolt holes of the groove connecting steel plate, a connecting convex of one prefabricated wall body is connected with a connecting groove of the other prefabricated wall body in adjacent butt joint, bolts sequentially pass through the bolt holes of the convex connecting steel plate and the groove connecting steel plate from outside to inside and then are fixedly connected with the nuts, a protective layer is coated on the outer surface of the convex connecting steel plate, and two ends of the protective layer extend to the connecting end faces of the two adjacent prefabricated wall bodies.
The construction method of the prefabricated cast-in-place combined underground continuous wall is characterized in that mounting and fixing holes are symmetrically formed in two sides of the upper end portion of the square main body and penetrate through the trapezoidal grooves, and the mounting and fixing holes are used for mounting connecting rods to fix the prefabricated wall during hoisting.
The construction method of the prefabricated cast-in-place combined underground continuous wall is characterized in that the excavation depth of the guide wall trench in the step 2) is 1.5-2.5m, and the length of each section is 15-20 m; the top of the inverted L-shaped guide wall extends to the ground for 0.8-1.2 m; when the inverted L-shaped guide wall is constructed, a deformed steel bar single-layer net piece with the diameter of 12mm is added into an inverted L-shaped steel plate, and the longitudinal and transverse spacing of the deformed steel bar single-layer net piece is 200mm multiplied by 200 mm.
The construction method of the prefabricated cast-in-place combined underground continuous wall is characterized in that the width of the front width groove section in the step 3) is 2m, and the width of the closed width groove section is 6 m.
The construction method of the prefabricated cast-in-place combined underground continuous wall is characterized in that when the prefabricated wall is lowered in the step 4), jacking positioning frames are correspondingly arranged on the inverted L-shaped guide wall and used for fixing the prefabricated wall during butt joint and ensuring that the prefabricated wall is vertically lowered, each jacking positioning frame comprises a base for placing the jacking positioning frame on the inverted L-shaped guide wall, 4 jacking oil cylinders and two horizontal adjusting oil cylinders are arranged on the base, supporting platforms are arranged on the 4 jacking oil cylinders and comprise jacking stress frames arranged on the jacking oil cylinders and horizontal positioning frames positioned on two sides of the jacking stress frames, and the distance between the two horizontal positioning frames is larger than the width of the prefabricated wall; horizontal adjustment hydro-cylinder inboard is connected with the pulley mounting panel, and the inboard of pulley mounting panel vertically is equipped with two sets of pulleys, during the installation of prefabricated wall body, earlier by the distance between two pulley mounting panels of horizontal adjustment hydro-cylinder regulation, make the pulley interval of both sides and the width matching of prefabricated wall body, pass the installation fixed orifices that corresponds with the connecting rod again, the jacking atress frame position on 4 jacking hydro-cylinders upper portion is arranged in at the both ends of connecting rod, is equipped with the reinforced rib board on the jacking atress frame, with the fixed back of prefabricated wall body and last a section of prefabricated wall body coupling, the pulley can guarantee that prefabricated wall body is vertical transfers when the prefabricated wall body in location.
The construction method of the prefabricated cast-in-place combined underground continuous wall is characterized in that after the excavation of the continuous wall closed construction groove section in the step 5) is finished and before concrete is poured, a wall brushing device is adopted to clean the surfaces of the trapezoidal grooves on the two sides of the prefabricated wall body and remove sludge on the surfaces of the trapezoidal grooves, the wall brushing device comprises a brush holder formed by fixedly connecting two mounting plates, a hanging plate is fixedly arranged at the upper middle part of the brush holder, at least two hanging holes are respectively formed in the two ends of the hanging plate and are connected with a crane through the hanging holes, at least two groups of reinforcing steel plates are obliquely arranged in a cavity in the brush holder, at least one side of the brush holder is provided with a steel brush clamping plate, the structure of the steel brush clamping plate is matched with the trapezoidal grooves, and steel wires serving as steel brushes are arranged on the steel brush clamping plate and used for brushing off sludge on the trapezoidal grooves.
By adopting the technology, compared with the prior art, the invention has the following beneficial effects:
1) according to the characteristics of geological conditions, the construction method combining prefabrication and cast-in-place is adopted, so that the problems of 'flow bypassing' and difficult lowering and jacking of the fore shaft pipe reaction box in the conventional underground continuous wall construction are effectively solved, the construction quality of the underground continuous wall is improved, and the risk of later foundation pit excavation is reduced;
2) when the inverted L-shaped guide wall is constructed, the deformed steel bar single-layer net piece with the diameter of 12mm is added behind the L-shaped steel plate, the longitudinal and transverse spacing is limited to 200mm x 200mm, and the bearing capacity of the inverted L-shaped guide wall is improved;
3) when the prefabricated wall is constructed in advance, the length of the prefabricated wall is limited to 2000mm, and the width of the prefabricated wall is slightly smaller than the design width of the continuous wall (reduced by 2-4cm according to different geological conditions), so that the prefabricated wall can be conveniently and smoothly placed;
4) in order to meet the requirements of the horizontal and vertical properties of the front breadth, the jacking positioning frame is arranged before the prefabricated wall section is placed under the front breadth, the distance between the pulleys for assisting the prefabricated wall to slide downwards is adjusted through the horizontal adjusting oil cylinder, so that the distance is matched with the width of the prefabricated wall, and under the combined action of the pulleys and the horizontal positioning frame, the prefabricated wall can be effectively prevented from inclining in the process of placing the prefabricated wall, and certain power can be provided for the sliding downwards while the vertical property is ensured; the jacking cylinders are used for fixing the prefabricated wall body to perform upper and lower end connection operation, on the other hand, the prefabricated wall body can be conveniently lifted, and correction is performed by adjusting one or two jacking cylinders; according to the invention, the wall brushing device with a limited structure is adopted, so that mud on the side surface of the prefabricated wall body can be removed, and the bonding between the concrete cast in situ in the rear closed groove section and the prefabricated wall surface is more firm;
5) according to the construction method combining prefabrication and cast-in-place, the continuous wall is obtained through the construction method combining prefabrication and cast-in-place, the guide wall ditch excavation, the guide wall manufacturing, the prefabricated section construction in the previous frame, the closed and cast-in-place construction and the repeated operation in sequence, the problem of 'streaming' and the problem of joint construction are effectively solved, the total construction period is shorter, the time for simultaneously constructing a large number of manual machines is shortened greatly, and therefore the construction method combining prefabrication and cast-in-place has the advantages of being green, good in quality and controllable in risk, and is easy to popularize and apply.
Drawings
FIG. 1 is a schematic structural view of a prefabricated wall body with bottom sections according to the present invention;
FIG. 2 is a schematic structural view of a middle prefabricated wall according to the present invention;
FIG. 3 is a schematic view of the top section prefabricated wall structure of the present invention
FIG. 4 is a schematic view of a connection structure of two adjacent prefabricated walls;
FIG. 5 is a schematic view of a partially enlarged structure of two adjacent prefabricated walls when connected;
FIG. 6 is a schematic structural view of a jacking spacer of the present invention;
fig. 7 is a schematic structural view of the wall brushing device of the invention.
In the figure: 1-square main body, 2-square through long hole, 3-trapezoidal groove, 4-connecting bulge, 5-connecting groove, 6-mounting fixing hole, 7-pointed head, 8-bulge connecting steel plate, 9-groove connecting steel plate, 10-bulge main rib, 11-bolt, 12-groove main rib, 13-jacking oil cylinder, 14-base, 15-jacking stress frame, 16-reinforcing rib plate, 17-horizontal positioning frame, 18-horizontal adjusting oil cylinder, 19-hanger plate, 1901-hanger hole, 20-reinforcing steel plate, 21-brush holder, 22-steel brush clamp plate, 23-vibration steel plate, 24-hanger lug, 25-nut, 26-protective layer, 27-reserved steel bar, 28-pulley mounting plate, 29-pulley.
Detailed Description
The invention is further described below, but the scope of protection of the invention is not limited thereto:
firstly, the structures of prefabricated raw materials and auxiliary devices used in the construction of the prefabricated cast-in-place combined underground continuous wall related to the embodiment of the invention are explained, wherein the prefabricated wall comprises a bottom prefabricated wall body, a middle prefabricated wall body and a top prefabricated wall body; auxiliary device includes jacking locating rack and brush wall ware, specifically is:
as shown in FIGS. 1 to 3, the prefabricated walls of the present invention are pre-tensioned pre-stressed walls, the length of the prefabricated walls is 10 to 16m, preferably 12 to 15m, the width is 2m, and the width is 2 to 4cm smaller than the designed width. The prefabricated wall body comprises a hollow square main body 1, 1-2 square through long holes 2 are formed in the square main body 1 in the axial direction, trapezoidal grooves 3 are symmetrically formed in the side face of the square main body 1 in the axial direction, a connecting bulge 4 is arranged at one end of each of the upper end head and the lower end head of each prefabricated wall body, a connecting groove 5 matched with the connecting bulge 4 is formed in the other end of each prefabricated wall body, mounting and fixing holes 6 are symmetrically formed in two sides of the upper end portion of the square main body 1, the mounting and fixing holes 6 penetrate through two sides of the trapezoidal grooves 3, and the mounting and fixing holes are used for mounting connecting rods to fix the prefabricated wall body during hoisting;
in the embodiment of the invention, each section of prefabricated wall body is provided with two square through long holes 2, as shown in figure 1, the top of the bottom section of prefabricated wall body in the embodiment of the invention is provided with a connecting groove 5 which is matched and connected with a connecting bulge 4 at the lower end of the adjacent middle section of prefabricated wall body, and in order to facilitate smooth transfer, the bottom of the bottom section of prefabricated wall body is provided with a pointed part 7; as shown in fig. 2, a connecting protrusion 4 is arranged at one end of the lower end head of the middle prefabricated wall body, and a connecting groove 5 is arranged at the upper end; as shown in figure 3, one end of the lower end of the prefabricated wall body of the top section is provided with a connecting bulge 4 which is connected with a connecting groove 5 at the upper end of the prefabricated wall body of the adjacent middle section in a matching way, the top of the prefabricated wall body of the top section is provided with a reserved steel bar 27, the middle of the top is provided with two vibrating steel plates 23, and the two vibrating steel plates 23 can be matched and clamped with a clamping plate of a vibrating hammer.
As shown in FIGS. 4 and 5, in order to facilitate connection and improve the connection firmness, the invention is characterized in that a convex connecting steel plate 8 is welded on the outer side of a convex main rib 10 at the width position of a connecting protrusion 4, a groove connecting steel plate 9 is welded on the outer side of a groove main rib 12 at the width position of a connecting groove 5, bolt holes are correspondingly arranged on the convex connecting steel plate 8 and the groove connecting steel plate 9, nuts 25 are arranged on the inner sides of the bolt holes of the groove connecting steel plate 9, in two adjacent butted prefabricated walls, the connecting protrusion 4 of one of the two adjacent prefabricated walls is connected with the connecting groove 5, and is fixedly connected with the nuts 25 after passing through the bolt holes of the convex connecting steel plate 8 and the groove connecting steel plate 9 from outside to inside by bolts 11, a protective layer 26 is coated on the outer surface of the convex connecting steel plate 8, two ends of the protective layer 26 extend to the connecting end surfaces of the two adjacent prefabricated walls, the protective layer 26 is made of a conventional anticorrosive and antirust material, the outer surface of the convex connecting steel plate 8 is protected, and the service life of the convex connecting steel plate is prolonged.
As shown in fig. 3, in order to prevent the whole prefabricated wall from being lowered in place in the lowering process, the two vibrating steel plates 23 are arranged at the top of the top section prefabricated wall, the two vibrating steel plates 23 can be matched and clamped with the clamping plates of the vibrating hammer, the vibrating hammer clamps the two vibrating steel plates 23 in the lowering process of the prefabricated wall, and the prefabricated wall is provided with power for lowering through vibration, so that smooth lowering is ensured; the four corners at the top and one side of each prefabricated wall are respectively provided with 4 lifting lugs 24, the four corners at the bottom of each prefabricated wall are correspondingly provided with 4 grooves matched with the lifting lugs 24, when the two prefabricated walls are connected, the lifting lugs 24 are directly installed on the corresponding grooves, so that the cutting process is prevented, the strength of the prefabricated wall can be increased, the 4 lifting lugs 24 at the top are used for vertical hoisting before lowering, and the 4 lifting lugs 24 at the side are used for hoisting in the transportation process.
As shown in fig. 6, the jacking positioning frame of the present invention comprises a base 14 for placing the jacking positioning frame on an inverted L-shaped guide wall, wherein the base 14 is provided with 4 jacking cylinders 13 and two horizontal adjusting cylinders 18, the 4 jacking cylinders 13 are provided with a supporting platform, the supporting platform comprises a jacking stress frame 15 placed on the jacking cylinders 13 and horizontal positioning frames 17 located at two sides of the jacking stress frame 15, and the distance between the two horizontal positioning frames 17 is greater than the width of the prefabricated wall; horizontal adjustment hydro-cylinder 18 inboard is connected with pulley mounting panel 28, and the inboard of pulley mounting panel 28 vertically is equipped with two sets of pulleys 29, during the installation of prefabricated wall body, adjust the distance between two pulley mounting panels 28 by horizontal adjustment hydro-cylinder 18 earlier, make the pulley 29 interval of both sides and the width matching of prefabricated wall body, pass corresponding installation fixed orifices 6 with the connecting rod again, the jacking atress frame 15 position on 4 jacking hydro-cylinders 13 upper portions is arranged in at the both ends of connecting rod, is equipped with reinforcing floor 16 on the jacking atress frame 15, is connected with last section of prefabricated wall body after will prefabricating the wall body fixed, and pulley 29 can guarantee that the prefabricated wall body is vertical to transfer when fixing a position prefabricated wall body.
As shown in FIG. 7, the wall brush of the present invention is used for cleaning the surfaces of the trapezoidal grooves 3 on both sides of the prefabricated wall body to remove the sludge on the surfaces, and comprises a brush holder 21 formed by fixedly connecting two mounting plates, a hanger plate 19 is fixedly arranged at the upper middle part of the brush holder 21, at least two hanging holes 1901 are respectively arranged at both ends of the hanger plate 19 and connected with a crane through the hanging holes 1901, at least two sets of reinforcing steel plates 20 are obliquely arranged in a cavity in the brush holder 21, a steel brush clamp plate 22 is arranged at least on one side of the brush holder 21, the structure of the steel brush clamp plate 22 is matched with the trapezoidal groove 3, and steel wires are arranged on the steel brush clamp plate 22 as steel brushes for brushing off the mud skin formed by the accumulation of the mud on the trapezoidal groove 3.
The invention relates to a construction method for manufacturing and casting a combined underground continuous wall, which comprises the following steps: constructing a guide wall matched with the designed continuous wall in width along the periphery of an underground structure or a high-rise building foundation pit designed on a drawing on the ground, dividing a groove section into a front width groove section (2 m) and a closed width groove section (6 m) which are combined at intervals, excavating a 2.8m groove section (adopting a prefabricated wall body which is slightly smaller than the designed width by 2-4 cm) in the guide wall in a slurry wall protection state by using a grooving machine, then putting the prefabricated wall body into the front width groove section, then completing the construction of all the front width groove sections of 2m in sequence, excavating a 6m closed width groove section in the guide wall in a slurry wall protection state by using the grooving machine, then pouring concrete in a guide wall groove filled with slurry by using a conduit method, gradually pouring the concrete from the bottom of the groove section upwards, simultaneously replacing the slurry, forming a reinforced concrete wall section in the ground, and then completing all the closed groove sections in sequence, until forming a whole continuous closed underground continuous wall, the concrete construction method is as follows:
1) selecting a grooving machine with the same width and size as the standard underground continuous wall designed by the drawing, and prefabricating a prefabricated wall body with the width matched with the design width of the drawing;
2) excavating a guide wall ditch with the depth of 1.5-2.5m and the length of each segment of 15-20m, respectively pouring inverted L-shaped guide walls on two sides of the guide wall ditch, adding deformed steel bar single-layer meshes with the diameter of 12mm into an inverted L-shaped steel plate, and enabling the longitudinal and transverse spacing of the deformed steel bar single-layer meshes to be 200mm multiplied by 200 mm; the distance between the two inverted L-shaped guide walls is the same as the width of a standard underground continuous wall designed by a drawing, each section of guide wall channel is connected to form a closed guide wall along the side line of the foundation pit, the depth of the inverted L-shaped guide wall is equal to that of the guide wall channel, and the width of the top of the inverted L-shaped guide wall extending to the ground is 0.8-1.2 m;
3) after the inverted L-shaped guide wall is shaped, alternately dividing the first width groove section and the closed width groove section at intervals according to different intervals; under the states of an inverted L-shaped guide wall and a slurry retaining wall, excavating the advanced groove section to the designed depth by using the grooving machine in the step 1) to obtain the advanced construction groove section of the underground diaphragm wall, wherein the width of the advanced groove section is 2m, and the width of the closed groove section is 6 m;
4) firstly, installing jacking positioning frames on an inverted L-shaped guide wall, wherein the structure of the jacking positioning frames is as shown in FIG. 4, before the prefabricated wall is installed, a horizontal adjusting oil cylinder 18 is used for adjusting the distance between two horizontal positioning frames 17 to enable the distance to be matched with the width of the prefabricated wall, a gap is reserved, the width of the prefabricated wall is 2000mm and is determined as the width, the length of the prefabricated wall is 12m, and the width of the prefabricated wall is slightly smaller than the design width of a continuous wall (the width is reduced by 2-4cm according to different geological conditions); putting a prefabricated wall body (with standard length of 12M) with prefabricated bottom sections into the groove sections, then putting corresponding mounting and fixing holes 6 through which connecting rods pass, placing two ends of each connecting rod on a jacking stress frame 15, butting the connecting rods with the previous prefabricated wall body, sequentially lowering the connecting rods to a designed depth, inserting the tip parts 7 at the bottom of the prefabricated wall body with the bottom of each bottom section into the bottom, finally butting the prefabricated wall body with the top sections, lowering the prefabricated wall body to the designed depth, pouring concrete into the square through long holes 2 of the prefabricated wall body, plugging the square through long holes 2, and completing construction of the advanced groove sections, wherein when the prefabricated wall body is transported, the sections are connected with one another by M30 bolts;
5) excavating to a designed depth by using the trenching machine in the step 1) under the states of the inverted L-shaped guide wall and the slurry retaining wall to obtain a closed construction groove section of the underground continuous wall;
6) integrally manufacturing a reinforcement cage on site in advance, paving a bed mould at the bottom of a reinforcement cage manufacturing platform in a longitudinal and transverse mode by adopting 10# channel steel, placing the prefabricated reinforcement cage into a groove section, and pouring concrete into the groove section in which the reinforcement cage is placed by using a guide pipe method to form a reinforced concrete wall section;
7) and (5) repeating the steps (5) and (6) until the reinforced concrete wall section (the closed slot section) is completely constructed, and obtaining the underground continuous wall required by the design of the drawing.
Claims (7)
1. A prefabricated cast-in-place combined underground diaphragm wall construction method comprises the steps of firstly constructing a guide wall on the ground along a side line of an underground structure or a high-rise building foundation pit designed on a drawing, dividing a first-amplitude groove section and a closed-amplitude groove section at intervals alternately according to different intervals after the construction of the guide wall is finished, firstly excavating the first-amplitude groove section in the guide wall by using a grooving machine under the state of slurry wall protection, placing a prefabricated wall body prefabricated in advance into the excavated first-amplitude groove section, then pouring concrete into a cavity in the middle of the prefabricated wall body, and repeating the steps to sequentially construct all the first-amplitude groove sections; and excavating the closed width groove section to the designed depth by using a trenching machine under the state of slurry wall protection, then placing a reinforcement cage in the excavated closed width groove section filled with slurry and pouring concrete, gradually pouring the concrete upwards from the bottom of the groove section trench, replacing the slurry, forming a reinforced concrete wall under the underground of the closed width groove section, and repeating the steps to construct all the closed width groove sections to form an integral underground continuous wall, wherein the construction method is characterized by comprising the following steps of:
1) selecting a grooving machine with the same width size as a standard underground continuous wall designed by a drawing, prefabricating a prefabricated wall body with the width matched with the design width of the drawing, wherein the prefabricated wall body is a pre-tensioned pre-stressed wall body, the prefabricated wall body comprises a hollow square main body (1), 1-2 square through long holes (2) are arranged in the square main body (1) in the axial direction, trapezoidal grooves (3) are symmetrically formed in the side surface of the square main body (1) in the axial direction, a connecting bulge (4) is arranged at one end of the upper end head and the lower end head of the middle prefabricated wall body, a connecting groove (5) matched with the connecting bulge (4) is arranged at the other end of the middle prefabricated wall body, a connecting bulge (4) or a connecting groove (5) is arranged at the lower end of the top prefabricated wall body and the upper end of the bottom prefabricated wall body, the connecting bulge (5) or the connecting bulge (4) is matched and connected with the adjacent prefabricated wall body, and the length of the prefabricated wall body is 10-16m, the width is 2m, and the width is 2-4cm smaller than the designed width;
2) excavating guide wall ditches, respectively pouring inverted L-shaped guide walls on two sides of each guide wall ditch, enabling the distance between the two inverted L-shaped guide walls to be the same as the width of a standard underground continuous wall designed by a drawing, connecting each guide wall ditch into a closed guide wall along the side line of a foundation pit, and enabling the depth of each inverted L-shaped guide wall to be equal to the depth of each guide wall ditch;
3) after the inverted L-shaped guide wall is shaped, alternately dividing the first width groove section and the closed width groove section at intervals according to different intervals; excavating the advanced groove section to a designed depth by using the grooving machine in the step 1) under the states of the inverted L-shaped guide wall and the slurry retaining wall to obtain an advanced construction groove section of the underground diaphragm wall;
4) putting a prefabricated wall body with prefabricated bottom sections into the prefabricated advanced groove section excavated in the step 3), fixing the top end of the prefabricated wall body with the bottom sections on the guide wall, butting adjacent middle prefabricated wall bodies, sequentially lowering the prefabricated wall bodies, butting the prefabricated wall bodies with the top sections, lowering the prefabricated wall bodies to a designed depth, pouring concrete into the square through long holes (2) of the prefabricated wall bodies, plugging the square through long holes (2) to complete the construction of the prefabricated advanced groove sections, correspondingly arranging jacking positioning frames on the inverted L-shaped guide wall when the prefabricated wall bodies are lowered, fixing the prefabricated wall bodies and ensuring the prefabricated wall bodies to be vertically lowered when the prefabricated wall bodies are butted, wherein each jacking positioning frame comprises a base (14) for placing the jacking positioning frame on the inverted L-shaped guide wall, 4 jacking oil cylinders (13) and two horizontal adjusting oil cylinders (18) are arranged on the base (14), and supporting platforms are arranged on the 4 jacking oil cylinders (13), the supporting platform comprises a jacking stress frame (15) arranged on the jacking oil cylinder (13) and horizontal positioning frames (17) positioned on two sides of the jacking stress frame (15), and the distance between the two horizontal positioning frames (17) is greater than the width of the prefabricated wall body; the pulley mounting plates (28) are connected to the inner sides of the horizontal adjusting oil cylinders (18), two groups of pulleys (29) are longitudinally arranged on the inner sides of the pulley mounting plates (28), when the prefabricated wall is installed, the horizontal adjusting oil cylinders (18) are used for adjusting the distance between the two pulley mounting plates (28) to enable the distance between the pulleys (29) on the two sides to be matched with the width of the prefabricated wall, then the connecting rods penetrate through the corresponding installation fixing holes (6), the two ends of each connecting rod are placed at the jacking stress frames (15) on the upper portions of the 4 jacking oil cylinders (13), reinforcing rib plates (16) are arranged on the jacking stress frames (15), the prefabricated wall is connected with the previous prefabricated wall after being fixed, and the pulleys (29) can be ensured to be vertically lowered while the prefabricated wall is positioned;
5) excavating to a designed depth by using the trenching machine in the step 1) under the states of an inverted L-shaped guide wall and a slurry wall protection to obtain a closed construction groove section of the underground continuous wall, after the excavation of the closed construction groove section of the continuous wall is finished and before concrete is poured, cleaning the surfaces of trapezoidal grooves (3) at two sides of a prefabricated wall body by using a wall brushing device to remove sludge on the surfaces, wherein the wall brushing device comprises a brush holder (21) formed by fixedly connecting two mounting plates, a hanging plate (19) is fixedly arranged at the upper middle part of the brush holder (21), at least two hanging holes (1901) are respectively formed at two ends of the hanging plate (19), the hanging holes (1901) are connected with a crane through the hanging holes (1901), at least two groups of reinforced steel plates (20) are obliquely arranged in a cavity in the brush holder (21), a steel brush clamping plate (22) is arranged at least on one side of the brush holder (21), the structure of the steel brush clamping plate (22) is matched with the trapezoidal grooves (3), and steel wires are arranged on the steel brush clamping plate (22), as a steel brush, the brush is used for brushing off the mud skin on the trapezoidal groove (3);
6) placing a prefabricated reinforcement cage into the closed construction groove section, and then pouring concrete into the groove section in which the reinforcement cage is placed by using a guide pipe method to form a reinforced concrete wall section;
7) repeating the step 5) and the step 6) until all the construction of the closed width groove section is completed, and obtaining the underground continuous wall required by the design of the drawing;
the prefabricated wall body in the step 1) is a pretensioning prestressed wall body, the prefabricated wall body comprises a hollow square main body (1), 1-2 square through long holes (2) are formed in the square main body (1) in the axial direction, trapezoidal grooves (3) are symmetrically formed in the side face of the square main body (1) in the axial direction, a connecting bulge (4) is arranged at one end of each of the upper end head and the lower end head of the middle prefabricated wall body, a connecting groove (5) matched with the connecting bulge (4) is formed in the other end of each of the upper end head and the lower end head of the top prefabricated wall body, the connecting bulge (4) or the connecting groove (5) is arranged at the upper end of the bottom prefabricated wall body and connected with the connecting groove (5) or the connecting bulge (4) of the adjacent prefabricated wall body in a matching mode, the length of the prefabricated wall body is 10-16m, the breadth is 2m, and the width is 2-4cm smaller than the design width.
2. The construction method of the prefabricated cast-in-place combined underground continuous wall as claimed in claim 1, wherein the length of the prefabricated wall body in the step 1) is 12-15 m.
3. The construction method of the prefabricated cast-in-place combined underground continuous wall as claimed in claim 1, wherein the bottom of the prefabricated wall body of the bottom section is provided with a pointed head part (7); the top of the top section prefabricated wall body is provided with two vibration steel plates (23), the two vibration steel plates (23) can be matched with and clamped by a clamping plate of a vibration hammer, in the process of lowering the prefabricated wall body in the step 4), the vibration hammer clamps the two vibration steel plates (23), power is provided for lowering the prefabricated wall body through vibration, and smooth lowering is guaranteed; four corners of the top of each section of prefabricated wall body and one side surface are respectively provided with 4 lifting lugs (24), and four corners of the bottom of each section of prefabricated wall body are correspondingly provided with 4 grooves matched with the lifting lugs (24).
4. The construction method of the prefabricated cast-in-place combined underground diaphragm wall as claimed in claim 1, characterized in that a convex connecting steel plate (8) is welded on the outer side of a convex main rib (10) at the width position of the connecting protrusion (4), a groove connecting steel plate (9) is welded on the outer side of a groove main rib (12) at the width position of the connecting groove (5), bolt holes are correspondingly arranged on the convex connecting steel plate (8) and the groove connecting steel plate (9), nuts (25) are arranged on the inner sides of the bolt holes of the groove connecting steel plate (9), in two adjacent butted prefabricated wall bodies, the connecting protrusion (4) of one prefabricated wall body is connected with the connecting groove (5) of the other prefabricated wall body, and is sequentially connected with the bolt holes of the convex connecting steel plate (8) and the groove connecting steel plate (9) from outside to inside through bolts (11), then is connected and fixed with the nuts (25), a protective layer (26) is coated on the outer surface of the convex connecting steel plate (8), two ends of the protective layer (26) extend to the connecting end surfaces of two adjacent sections of prefabricated wall bodies.
5. The construction method of the prefabricated cast-in-place combined underground diaphragm wall as claimed in claim 1, wherein mounting and fixing holes (6) are symmetrically formed in two sides of the upper end of the square main body (1), the mounting and fixing holes (6) penetrate through the trapezoidal grooves (3), and the mounting and fixing holes are used for mounting connecting rods to fix the prefabricated wall body during hoisting.
6. The construction method of the prefabricated cast-in-place combined underground diaphragm wall as claimed in claim 1, wherein the excavation depth of the guide wall trench in the step 2) is 1.5-2.5m, and the length of each segment is 15-20 m; the top of the inverted L-shaped guide wall extends to the ground for 0.8-1.2 m; when the inverted L-shaped guide wall is constructed, a deformed steel bar single-layer net piece with the diameter of 12mm is added into an inverted L-shaped steel plate, and the longitudinal and transverse spacing of the deformed steel bar single-layer net piece is 200mm multiplied by 200 mm.
7. The construction method of a prefabricated cast-in-place combined underground diaphragm wall as claimed in claim 1, wherein the width of the leading width groove section in the step 3) is 2m, and the width of the closed width groove section is 6 m.
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| CN113605369A (en) * | 2021-08-24 | 2021-11-05 | 中国建设基础设施有限公司 | Underground continuous wall and construction method thereof |
| CN114718064B (en) * | 2022-04-11 | 2023-10-24 | 上海建工集团股份有限公司 | Horizontal pushing device for prefabricated underground diaphragm wall and wall forming method thereof |
| CN114808696A (en) * | 2022-05-07 | 2022-07-29 | 广西欣港交通投资有限公司 | Prefabricated and cast-in-place combined anchorage foundation enclosure structure and construction method |
| CN115478561B (en) * | 2022-07-26 | 2024-06-14 | 浙大宁波理工学院 | Construction method of assembled underground diaphragm wall |
| CN115450200B (en) * | 2022-10-21 | 2024-06-25 | 中交二航局第四工程有限公司 | Ultra-deep underground wall box type socket joint section installation tool and construction method |
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| CN103334422A (en) * | 2013-06-26 | 2013-10-02 | 中国建筑股份有限公司 | Assembled embedded type prefabricated hollow underground continuous wall and construction method thereof |
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