CN111945667B - Construction structure and construction method of high-pressure jet grouting impervious wall - Google Patents
Construction structure and construction method of high-pressure jet grouting impervious wall Download PDFInfo
- Publication number
- CN111945667B CN111945667B CN202010837801.9A CN202010837801A CN111945667B CN 111945667 B CN111945667 B CN 111945667B CN 202010837801 A CN202010837801 A CN 202010837801A CN 111945667 B CN111945667 B CN 111945667B
- Authority
- CN
- China
- Prior art keywords
- pipe
- plate
- tube
- hole
- grouting
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/16—Sealings or joints
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
- E02B3/128—Coherent linings made on the spot, e.g. cast in situ, extruded on the spot
-
- 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
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
Landscapes
- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Ocean & Marine Engineering (AREA)
- Mechanical Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention discloses a construction structure and a construction method of a high-pressure jet grouting impervious wall, wherein the positions of a sleeve supporting plate and a limiting sleeve are limited through a guide sliding rail, and the position of a guide hole core pipe is limited through the limiting sleeve; applying jacking pressure to the orifice supporting plate through the orifice position control bag, and arranging an orifice cover plate at the top of the impervious wall hole; in the area with the special soil layer, firstly carrying out primary guniting on the special soil layer through a second grouting pipe and a second guniting port, then carrying out rotary-spraying anti-seepage wall construction through a first guniting port, and arranging a sealing bag at the hole; the inserting direction of the penetration test tube is limited by the guide sleeve, the down force is applied to the connecting cross support plate and the pipe hoop of the cross support plate by the immersed tube screw rod, and a closed annular plate is arranged in the pipe cavity of the test outer pipe; the direction of the water level scale can be limited by the positioning outer pipe inside the testing outer pipe and the scale sleeve. The invention can improve the construction quality of the high-pressure jet grouting impervious wall, improve the accuracy of permeability coefficient test and reduce the difficulty of site construction.
Description
Technical Field
The invention relates to the field of constructional engineering, in particular to a construction structure and a construction method of a high-pressure jet grouting impervious wall.
Background
In wading civil engineering, seepage and seepage prevention problems are often involved, and the high-pressure seepage-proofing wall is a common engineering seepage-proofing structure adopted in the prior engineering and is successfully applied under the appropriate engineering condition. However, in the construction of the diaphragm wall, technical problems of improving the positioning accuracy of the lead hole, improving the integrity of the diaphragm wall, saving grout and the like are often involved.
In the prior art, an ecological seepage control solid bed system and a seepage prevention wall structure are provided, wherein the seepage prevention wall structure comprises a low seepage prevention structure and an exposed wall structure. The underground seepage intercepting structure is inserted into a side slope of the river channel along the width direction of the river channel. The underground seepage intercepting structure comprises a plurality of seepage intercepting parts, one end of each seepage intercepting part, which is far away from the water surface of the river channel, is formed on a watertight course or a foundation course of the river channel, the seepage intercepting parts extend to the height of the normal water level of the river channel along the rising direction of the water level, the seepage-proof course laying facilities adopted along the river channel are avoided, and the damage to the river channel matrix or the original ecological environment is not required for additionally arranging the seepage-proof materials. The technology is difficult to solve the problems of improving the positioning accuracy of the on-site hole leading, controlling the rotary grouting slurry of the weak stratum and improving the top injection quality of the impervious wall.
In view of this, in order to improve the repair construction quality and efficiency of the lining layer, the invention of a construction structure and a construction method of a high-pressure jet grouting impervious wall, which can improve the construction efficiency, the construction quality of the jet grouting impervious wall at the hole position and the accuracy of permeability coefficient test, is urgently needed.
Disclosure of Invention
Based on the construction structure and the construction method, the construction quality of the high-pressure jet grouting impervious wall can be improved, the testing accuracy of the permeability coefficient can be improved, and the field construction difficulty can be reduced.
In a first aspect, the application provides a construction method of a high-pressure jet grouting impervious wall, which comprises the following construction steps: step one, construction preparation:
determining the plane position of the jet grouting impervious wall through site survey, and preparing construction materials and devices;
step two, guiding and drilling a hole guiding core pipe:
laying a guide slide rail on each of two sides of a rotary-spraying impervious wall to be constructed, arranging a sleeve supporting plate on each guide slide rail through a slide rail connecting tenon, welding and connecting the sleeve supporting plate with a fixed tube plate of a limiting sleeve, inserting one end of a pore slurry recovery tube into the inner side of the fixed tube plate, and communicating the other end of the pore slurry recovery tube with a pore slurry recovery pool; when hole leading construction is carried out, firstly, the sleeve supporting plate and the fixed tube plate are slid to the hole position of the impervious wall, a hole leading core tube of a hole leading drilling machine is inserted into a tube cavity of the fixed tube plate, and hole leading slag slurry is led into a hole slurry recovery tank through a hole slurry recovery tube in the hole leading process;
step three, protecting an orifice sealing cover:
after the cut-off wall hole is drilled, an orifice supporting plate and a bag pressurizing pipe are arranged in the cut-off wall hole, the orifice supporting plate is inserted into the cut-off wall hole through the orifice supporting pipe and is arranged in the cut-off wall hole, an orifice position control bag is pressurized through the bag pressurizing pipe, the orifice supporting plate is tightly attached to the inner side wall of the cut-off wall hole, an orifice cover plate is arranged at the top of the cut-off wall hole, and the plate edge of the orifice cover plate is connected with a soil body around the wall; the orifice cover plate is firmly connected with the orifice inner supporting pipe through the inner supporting pipe connecting bolt;
step four, jet grouting construction:
aiming at the construction of the impervious wall hole without a special soil layer, inserting a first grouting pipe into the impervious wall hole, arranging a first grout spraying opening on the first grouting pipe, and performing jet grouting on the rotary-spraying impervious wall through the first grout spraying opening; aiming at the construction of an impervious wall hole with a special soil layer, inserting a first grouting pipe and a second grouting pipe into the impervious wall hole to enable the second grouting pipe to be communicated with external grouting equipment, arranging a second grouting opening on the second grouting pipe, performing primary grouting on the special soil layer through the second grouting opening to form a soil layer solidified body in the special soil layer, communicating the first grouting pipe with the external grouting equipment, and performing jet grouting on the special soil layer through the first grouting opening; after the injection is finished, arranging a sealing bag outside the first grouting pipe at the hole opening part of the impervious wall, arranging a bag inner supporting pipe inside the sealing bag, pressurizing the sealing bag through a bag pressurizing pipe, and performing top rotary-injection impervious wall rotary-injection construction through the first grouting pipe;
step five, inserting the penetration testing pipe in a guiding way:
after the construction of the jet grouting impervious wall is finished, respectively arranging a strut bottom plate on the top surfaces of soil bodies around the wall on two sides of the jet grouting impervious wall, sequentially arranging a strut upright post and a immersed tube screw rod on the strut bottom plate, connecting a guide sleeve on the strut upright post through a transverse positioning bolt, sleeving the guide sleeve outside a penetration test tube, inserting the bottom end of the penetration test tube into the jet grouting impervious wall through the guide sleeve, wherein the penetration test tube comprises a support inner tube, a closed annular plate, a test outer tube, a tube cavity closed bag and a support tube cap, the support tube cap is provided with a hole for the tube cavity pressurization tube to penetrate through, and the tube cavity pressurization tube penetrates through the support tube cap to pressurize a gap between the support inner tube and the closed annular plate so that the closed annular plate is tightly attached to the inner side wall of the test outer tube;
step six, testing the permeability coefficient of the impervious wall:
after the insertion construction of the penetration test tube is completed, removing the tube cavity pressure applied to the gap between the support inner tube and the closed annular plate by the tube cavity pressure tube, taking out the support inner tube and the closed annular plate, and arranging a water gauge tube cap at the top of the test outer tube; the water level gauge is characterized in that water is injected into the pipe cavity of the test outer pipe firstly, the positioning outer pipe at the lower part of the water gauge pipe cap is inserted into the test outer pipe, a water level gauge is arranged in the test outer pipe, a gauge pointer is arranged on the water level gauge, and the reading of the water level gauge is read through the gauge pointer.
In a possible implementation manner, in the second step, an inverted "T" -shaped sliding channel is arranged on the guide sliding rail, the sliding channel is connected with the sliding rail connecting tenon, and the cross section of the sliding rail connecting tenon is matched with the shape of the sliding channel to form the inverted "T" -shape.
In a possible implementation mode, the limiting sleeve further comprises a detachable tube plate, the fixed tube plate and the detachable tube plate are connected through an ear plate fastening bolt, after the anti-seepage wall hole at the first position is drilled, the ear plate fastening bolt is firstly released from restraining the detachable tube plate, then the detachable tube plate is detached, then the hole leading drilling machine is moved, and drilling construction of the anti-seepage wall hole at the next position is carried out.
In a possible implementation mode, the detachable tube plate is provided with a sleeve ear plate, an inter-plate sealing layer is arranged at the joint of the fixed tube plate and the sleeve ear plate, and the inner side walls of the fixed tube plate and the detachable tube plate are provided with elastic cushion plates which are arranged along the height direction of the limiting sleeve.
In a possible implementation manner, in the step two, the pore slurry recovery tank is arranged on the sleeve supporting plate, the pore slurry recovery pipe is vertically arranged on the side wall of the limiting sleeve, the side of the pore slurry recovery pipe away from the limiting sleeve is provided with the filter slurry extraction pipe, and the inner side wall of the pore slurry recovery tank is provided with the pore slag filter plate; and a filter residue hole is formed in the hole residue filter plate and is arranged between the pipe orifice of the filter pulp extraction pipe and the pipe orifice of the hole pulp recovery pipe.
In a possible implementation mode, in the third step, an inner supporting tube connecting bolt is arranged at the top end of the orifice inner supporting tube, at least two supporting plate return ribs connected with the orifice supporting plate are arranged along the height direction of the orifice inner supporting tube, and an orifice position control bag is arranged between the adjacent supporting plate return ribs, wherein the inner side wall of the orifice position control bag is connected with the orifice inner supporting tube in a sticking way, and the outer side wall of the orifice position control bag is connected with the orifice supporting plate in a sticking way; the two ends of the supporting plate return rib are respectively connected with the orifice inner supporting tube and the orifice supporting plate, and when the orifice supporting plate is connected with the side wall of the hole of the impervious wall, the supporting plate return rib is in a tension state.
In a possible implementation mode, in step four, the slurry adjusting box is annularly arranged on the outer side of the first grouting pipe, the slurry adjusting box is welded to the side wall of the first grouting pipe, a second grouting opening is formed in the side wall of the slurry adjusting box, slurry is conveyed into the slurry adjusting box through the second grouting pipe, and a soil layer solidified body is formed in a special soil layer through primary grouting of the special stratum through the second grouting opening.
In a possible implementation mode, in the fifth step, pipe wall seepage holes are formed in the side wall of the test outer pipe, the pipe wall seepage holes are uniformly arranged at intervals along the circumferential direction of the test outer pipe, the closed ring plate is arranged on the inner side of the pipe wall seepage holes and tightly attached to the inner side wall of the test outer pipe, the closed ring plate is connected with the support inner pipe through a ring plate return lacing wire, the ring plate return lacing wire is made of an elastic material, and when the closed ring plate is connected with the test outer pipe, the ring plate return lacing wire is in a tensioned state; the top end and the bottom end of the closed annular plate are respectively closed through a lumen closed bag and an annular plate bottom sealing plate, the annular plate bottom sealing plate is annular, and the inner side of the annular plate bottom sealing plate is connected with the support inner tube in a sticking way; and sealing ring cloth is vertically arranged between the adjacent sealing ring plates, two side edges of the sealing ring cloth are connected with the connected sealing ring plates in a sticking way, and the top end and the bottom end of the sealing ring cloth are respectively connected with the tube cavity sealing bag and the ring plate bottom sealing plate in a sticking way.
In a possible implementation mode, in step one, the cross section of the water gauge pipe cap is in a U shape, the water gauge pipe cap is covered on the top end of the test outer pipe, the positioning outer pipe is arranged on the water gauge pipe cap, the positioning outer pipe is connected to the lower surface of the water gauge pipe cap, the positioning outer pipe is inserted into the test outer pipe, the top surface of the water gauge pipe cap is provided with a cap top connecting bolt, the cap top connecting bolt is connected with the bushing transverse plate, a hole for the water level scale to pass through is formed in the bushing transverse plate, and the water level scale passes through the bushing transverse plate and is arranged in the test outer pipe.
In a second aspect, the application provides a construction structure of a high-pressure jet grouting impervious wall, which is obtained by the construction method of the high-pressure jet grouting impervious wall.
Compared with the prior art, the invention has the following characteristics and beneficial effects:
1. the positions of the sleeve supporting plate and the limiting sleeve are limited through the guiding slide rail, and the position of the hole guiding core pipe can be limited through the limiting sleeve, so that the accuracy of drilling and positioning of the impervious wall hole is improved; meanwhile, the invention synchronously recovers and filters the hole-guiding slurry through the slurry recovery tank, and can effectively improve the field construction ring.
2. According to the invention, the top pressure is applied to the orifice supporting plate through the orifice position control bag, and the orifice cover plate is arranged in the cut-out wall hole, so that the cut-out wall hole can be quickly protected.
3. According to the invention, for the impervious wall hole with a special soil layer, the first guniting is carried out on the special stratum through the second grouting pipe and the second guniting port, and then the second guniting is carried out on the special soil layer through the first guniting port, so that the influence of the special soil layer on the construction of the rotary-spraying impervious wall can be reduced, and the waste of grout is avoided.
4. According to the invention, the sealing bag is arranged at the hole opening part of the cut-off wall hole, so that the condition that the top of the cut-off wall overflows slurry can be prevented, and the construction quality of the jet grouting cut-off wall at the hole opening part is improved.
5. The invention limits the inserting direction of the penetration test tube through the guide sleeve, and applies downward pressure to the connecting cross support plate and the pipe hoop of the cross support plate through the immersed tube screw rod, thereby effectively preventing the penetration test tube from being driven by water pressure under the condition of higher water pressure, and reducing the disturbance of the construction of the penetration test tube on the jet grouting impervious wall. Meanwhile, the sealed annular plate is arranged in the tube cavity of the test outer tube, so that the possibility of plugging when the tube wall seepage hole penetration test tube is inserted in a guiding way can be reduced.
6. The positioning outer pipe is arranged in the testing outer pipe, the direction of the water level scale can be limited by the positioning outer pipe and the scale sleeve, and the stability and the testing accuracy of the water level testing device can be effectively improved.
Drawings
In order to more clearly illustrate the embodiments of the present application or technical solutions in related arts, the drawings needed to be used in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present application, and it is obvious for those skilled in the art that other drawings can be obtained according to the drawings without inventive efforts.
FIG. 1 is a flow chart of the construction process of the high-pressure jet grouting impervious wall of the invention;
FIG. 2 is a schematic view of the pilot core tube guide pilot of FIG. 1;
FIG. 3 is a schematic view of the spacing sleeve of FIG. 2;
FIG. 4 is a schematic view of the orifice closure protection construction of FIG. 1;
FIG. 5 is a schematic view of the connection structure of the return ribs of the supporting plate of FIG. 4 with the inner supporting tube and the supporting plate of the orifice;
FIG. 6 is a schematic view of the connection of the orifice control bladder of FIG. 4 with the orifice inner support tube and orifice support plate;
FIG. 7 is a schematic diagram of a construction structure of a special soil layer jet grouting impervious wall;
FIG. 8 is a schematic view of the construction of the orifice-closing jet grouting of FIG. 1;
FIG. 9 is a schematic view of the construction structure of the penetration test tube of FIG. 1;
FIG. 10 is a schematic view of the permeation test tube of FIG. 9;
FIG. 11 is a schematic cross-sectional view of the permeation test tube of FIGS. 9 and 10;
FIG. 12 is a schematic view of the permeability coefficient test structure of the diaphragm wall of FIG. 1.
In the figure: 1-jet grouting impervious walls; 2-a guide rail; 3-casing supporting plate; 4-sliding rail connecting tenon; 5-limiting sleeve; 6-fixing the tube plate; 7-pore pulp recovery pipe; 8-pore pulp recovery tank; 9-impervious wall holes; 10-lead hole core tube; 11-a removable tube sheet; 12-a bushing ear plate; 13-ear plate fastening bolt; 14-bracing the tube in the orifice; 15-orifice bracing plate; 16-bladder pressurization tube; 17-orifice controlled position bladder; 18-orifice cover plate; 19-soil around the wall; 20-an inner supporting pipe connecting bolt; 21-a first mud jacking pipe; 22-a first guniting port; 23-a second mud jacking pipe; 24-a slurry conditioning tank; 25-a second guniting port; 26-sealing the pouch; 27-supporting the tube in the bag; 28-bladder pressurization tube; 29-a slurry discharge pipe; 30-a strut bottom plate; 31-strut upright; 32-immersed tube screw; 33-lumen pressurization tube; 34-supporting the inner tube; 35-a closed ring plate; 36-test outer tube; 37-a permeation test tube; 38-a guide sleeve; 39-cross bracing plate pipe hoop; 40-connecting the cross supporting plates; 41-sink pipe nut; 42-water gauge pipe cap; 43-positioning the outer tube; 44-scale pointer; 45-water level scale; 46-an elastic pad; 47-interplate sealing layer; 48-a filtrate extraction pipe; 49-hole slag filter plate; 50-supporting plate return ribs; 51-lumen-sealing pouch; 52-support tube caps; 53-test tube tip; 54-water seepage holes on the pipe wall; 55-lumen pressurization tube; 56-ring plate return lacing wire; 57-ring plate bottom closing plate; 58-crown connection bolt; 59-sleeve connecting transverse plate; 60-a scale sleeve; 61-sleeve positioning ribs; 62-water level floating ball; 63-a limiting clamping plate; 64-transverse positioning pin 65-sliding channel; 66-closed loop cloth; 67-soil layer solidified body.
Detailed Description
In order to make the objects, technical solutions and advantages of the present application more apparent, the present application is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the present application and are not intended to limit the present application. All other examples, which can be obtained by a person skilled in the art without making any inventive step based on the examples in this application, are within the scope of protection of this application.
It is obvious that the drawings in the following description are only examples or embodiments of the application, from which the application can also be applied to other similar scenarios without inventive effort for a person skilled in the art. Moreover, it should be appreciated that in the development of any such actual implementation, as in any engineering or design project, numerous implementation-specific decisions must be made to achieve the developers' specific goals, such as compliance with system-related and business-related constraints, which may vary from one implementation to another.
Reference in the specification to "an embodiment" means that a particular feature, structure, or characteristic described in connection with the embodiment can be included in at least one embodiment of the specification. The appearances of the phrase in various places in the specification are not necessarily all referring to the same embodiment, nor are separate or alternative embodiments mutually exclusive of other embodiments. It is explicitly and implicitly understood by one skilled in the art that the embodiments described herein can be combined with other embodiments.
Unless otherwise defined, technical or scientific terms used in the claims and the specification should have the ordinary meaning as understood by those of ordinary skill in the art to which this application belongs. The use of the terms "a" and "an" and "the" and similar referents in the context of describing and claiming the application are not to be construed as limiting in any way, but rather as indicating the singular or plural. The word "comprise" or "comprises", and the like, means that the element or item listed before "comprises" or "comprising" covers the element or item listed after "comprising" or "comprises" and its equivalent, and does not exclude other elements or items. "connected" or "coupled" and similar terms are not restricted to physical or mechanical connections, but may include electrical connections, whether direct or indirect. As used in the specification and claims of this application, "a plurality" means two or more. "and/or" describes the association relationship of the associated objects, meaning that there may be three relationships, e.g., a and/or B, which may mean: a exists alone, A and B exist simultaneously, and B exists alone. The character "/" generally indicates that the former and latter associated objects are in an "or" relationship.
It will be understood that when an element is referred to as being "mounted on" another element, it can be directly mounted on the other element or intervening elements may also be present. When a component is referred to as being "disposed on" another component, it can be directly on the other component or intervening components may also be present. When an element is referred to as being "secured to" another element, it can be directly secured to the other element or intervening elements may also be present.
Technical requirements of on-site hoisting construction, technical requirements of profile steel rolling and welding construction, technical requirements of bolt fastening construction, technical requirements of bag sewing construction and the like are not repeated in the embodiment, and the embodiment of the method related to the invention is mainly explained.
FIG. 1 is a construction flow chart of the high-pressure jet grouting impervious wall, and referring to FIG. 1, the high-pressure jet grouting impervious wall construction comprises the following construction steps:
1) construction preparation: determining the plane position of the jet grouting impervious wall 1 through site survey, and preparing materials and devices required by construction;
2) and (3) guiding and drilling a hole guiding core pipe: laying a guide slide rail 2 on each of two sides of a to-be-constructed rotary-spraying impervious wall 1, arranging a sleeve supporting plate 3 on each guide slide rail 2 through a slide rail connecting tenon 4, welding and connecting the sleeve supporting plate 3 with a fixed tube plate 6 of a limiting sleeve 5, inserting one end of a pore slurry recovery tube 7 into the inner side of the fixed tube plate 6, and communicating the other end of the pore slurry recovery tube with a pore slurry recovery pool 8; when in hole leading construction, firstly, the sleeve supporting plate 3 and the fixed tube plate 6 are slid to the position of a hole 9 of the impervious wall, then a hole leading core tube 10 of a hole leading drilling machine is inserted into a tube cavity of the fixed tube plate 6, then the detachable tube plate 11 and the fixed tube plate 6 are firmly connected through an ear plate fastening bolt 13, and hole leading slag slurry is synchronously drained into a hole slurry recovery tank 8 through a hole slurry recovery tube 7 in the hole leading process; after the cut-out wall hole 9 at the first position is drilled, the constraint of the lug plate fastening bolt 13 on the detachable tube plate 11 is removed, then the detachable tube plate 11 is detached, then the hole drilling machine is shifted, and the cut-out wall hole 9 at the next position is drilled;
3) protecting an orifice sealing cover: after the cut-off wall hole 9 is drilled, the orifice supporting plate 15 is inserted into the top end of the cut-off wall hole 9 through the orifice internal supporting tube 14, and the orifice position control bag 17 is pressurized through the bag pressurizing tube 16, so that the orifice supporting plate 15 is tightly attached to the inner side wall of the cut-off wall hole 9; arranging an orifice cover plate 18 at the top of the hole 9 of the impervious wall, connecting the plate edge of the orifice cover plate 18 with a soil body 19 around the wall, and firmly connecting the orifice cover plate 18 with an orifice inner bracing tube 14 through an inner bracing tube connecting bolt 20;
4) and (3) injection grouting construction: constructing the impervious wall hole 9 without the special soil layer 28, inserting the first grouting pipe 21 into the impervious wall hole 9, and performing jet construction on the rotary jet impervious wall 1 by adopting the first grouting pipe 21 and the first jet port 22; the construction of the impervious wall hole with the special soil layer 28 is carried out, the first grouting pipe 21 and the second grouting pipe 23 are firstly inserted into the impervious wall hole 9 synchronously, then the second grouting pipe 23 is communicated with external grouting equipment, the grout is conveyed into the grout adjusting box 24 through the second grouting pipe 23, primary grouting is carried out on the special stratum through the second grouting port 25 to form a soil layer solidified body 67 in the special soil layer 28, then the first grouting pipe 21 is communicated with the external grouting equipment, and jet construction of the rotary-jet impervious wall 1 is carried out on the special soil layer 28 through the first grouting port 22; when the jet grouting impervious wall 1 is jetted to the position which is 1/4-1/5 away from the height of the impervious wall hole 9, a sealing bag 26 is arranged on the outer side of a first grouting pipe 21 at the hole position of the impervious wall hole 9, and a bag inner supporting pipe 27 is arranged on the inner side of the sealing bag 26; firstly, pressurizing a sealing bag 26 through a bag pressurizing pipe 16, carrying out rotary spraying construction on the rotary spraying impervious wall 1 at the top through a first grouting pipe 21, and removing slurry through a slurry discharging pipe 29;
5) the penetration test tube is inserted in a guiding way: after the construction of the jet grouting impervious wall 1 is finished, a strut bottom plate 30 is arranged on the top surface of the soil body 19 around the wall on two sides of the jet grouting impervious wall 1, and a strut upright column 31 and an immersed tube screw 32 are arranged on the strut bottom plate 30 in sequence; pressurizing a gap between a supporting inner tube 34 and a closed ring plate 35 through a tube cavity pressurizing tube 33 to enable the closed ring plate 35 to be tightly attached to the inner side wall of a testing outer tube 36, inserting the bottom end of a penetration testing tube 37 into the jet grouting impervious wall 1 after penetrating through a guide sleeve 38, enabling the top end of a immersed tube screw 32 to penetrate through a connecting cross support plate 40 on the outer side of a cross support plate pipe hoop 39, and applying downward pressure to the connecting cross support plate 40 through an immersed tube nut 41 to perform downward pressure construction on the penetration testing tube 37;
6) and (3) testing the permeability coefficient of the impervious wall: after the penetration test tube 37 is inserted and constructed, releasing the pressure of the tube cavity applied to the gap between the support inner tube 34 and the closed annular plate 35 by the tube cavity pressurization tube 33, and taking out the support inner tube 34 and the closed annular plate 35; water is injected into the cavity of the test outer tube 36 through an external water injection device, then the positioning outer tube 43 at the lower part of the water level gauge tube cap 42 is inserted into the test outer tube 36, and the reading of the water level gauge 45 is read through the gauge pointer 44.
Compared with the prior art, the invention has the advantages that the positions of the sleeve supporting plate 3 and the limiting sleeve 5 are limited through the guide slide rail 2, and the position of the hole guiding core tube 10 is limited through the limiting sleeve 5, so that the accuracy of drilling and positioning of the impervious wall hole is improved; the hole slurry recovery tank is used for synchronously recovering and filtering the hole-leading slag slurry, so that the field construction environment can be effectively improved.
Referring to fig. 2-12, the positions of the sleeve supporting plate 3 and the limiting sleeve 5 are limited by the guide slide rail 2, and the position of the guide hole core tube 10 can be limited by the limiting sleeve 5; applying a jacking force on the orifice supporting plate 15 through an orifice position control bag 17, and arranging an orifice cover plate 18 at the top of the impervious wall hole 9; for the area with the special soil layer 28, firstly carrying out primary guniting on the special soil layer 28 through the second grouting pipe 23 and the second guniting port 25, then carrying out construction on the rotary-spraying impervious wall 1 through the first guniting port 22, and controlling the top rotary-spraying pressure of the rotary-spraying impervious wall 1 by virtue of the sealing bag 26 at the hole part; the inserting direction of the penetration test tube 37 is limited by the guide sleeve 38, the down force is applied to the connecting cross plate 40 and the cross plate pipe hoop 39 by the immersed tube screw 32, and the closed annular plate 35 is arranged in the pipe cavity of the test outer tube 36; the orientation of the water level scale 45 may be defined by a positioning outer tube 43 and a scale sleeve 60 inside the test outer tube 36.
In some of the embodiments, the diameter of the pile hole of the jet grouting impervious wall 1 is 1000mm, and 32.5 of ordinary portland cement is adopted.
The guide slide rail 2 is formed by rolling a steel plate with the thickness of 2mm, the width can be 40cm, the height can be 10cm, and an inverted T-shaped sliding channel 65 connected with the slide rail connecting tenon 4 is arranged on the guide slide rail 2.
The sliding rail joint tongue 4 is formed by rolling a steel plate with the thickness of 10mm, the sliding channel 65 is connected with the sliding rail joint tongue 4, the cross section of the sliding rail joint tongue 4 is matched with the sliding channel 65 to be in an inverted T shape, and the sliding rail joint tongue 4 can be formed by rolling the steel plate with the thickness of 2 mm.
The limiting sleeve 5 comprises a fixed tube plate 6 and a detachable tube plate 11, and sleeve ear plates 12 of the fixed tube plate 6 and the detachable tube plate 11 are connected through ear plate fastening bolts 13. Wherein, the fixed tube plate 6 and the detachable tube plate 11 are rolled by steel plates with the thickness of 10mm, the cross sections have the same shape, the central angles are 180 degrees, and the diameter is 1100 mm; the sleeve supporting plate 3 is formed by rolling a steel plate with the thickness of 10mm and is vertically welded and connected with the fixed tube plate 6. Elastic backing plates 46 are adhered to the inner side walls of the fixed tube plate 6 and the detachable tube plate 11, and an inter-plate sealing layer 47 is arranged at the joint of the sleeve ear plates 12 of the fixed tube plate 6 and the detachable tube plate 11; the ear plate fastening bolt 13 is a high-strength bolt with a diameter of 30 mm. The sleeve ear plates 12 are integrally rolled with the fixed tube plate 6 and the removable tube plate 11.
In some embodiments, the removable tube sheet 11 is provided with a sleeve ear plate 12, an inter-plate sealing layer 47 is arranged at the joint of the fixed tube sheet 6 and the sleeve ear plate 12, and an elastic cushion plate 46 is arranged on the inner side walls of the fixed tube sheet 6 and the removable tube sheet 11, wherein the elastic cushion plate 46 is arranged along the height direction of the limiting sleeve 5. The elastic backing plate 46 is formed by cutting a rubber plate with the thickness of 10 mm; the inter-plate sealing layer 47 is formed by cutting a rubber plate with a thickness of 10 mm.
The pore slurry recovery tank 8 is formed by rolling a steel plate with the thickness of 2mm, is arranged on the sleeve supporting plate 3, and is provided with a pore slurry recovery pipe 7 on the side wall close to the limiting sleeve 5 and a filter slurry extraction pipe 48 on the side wall far away from the limiting sleeve 5; the pore pulp recovery pipe 7 is a steel pipe with the inner diameter of 100 mm; the filter pulp extraction pipe 48 adopts a steel pipe with the inner diameter of 60 mm; the inner side wall of the pore pulp recovery tank 8 is provided with a pore slag filter plate 49. The hole slag filter plate 49 is formed by rolling a steel plate with the thickness of 2mm, and is provided with a slag hole which can be circular, oval or rectangular, and in the embodiment, the slag hole is preferably oval.
The impervious wall holes 9 are circular and have the diameter of 900 mm.
The hole guiding core pipe 10 is used for hole guiding construction at a hole opening part, and the inner diameter of the steel pipe is 800 mm.
The inner supporting tube 14 is formed by rolling a steel tube with the inner diameter of 300mm, the top end of the inner supporting tube is provided with a thread connected with an inner supporting tube connecting bolt 20, 2 supporting plate return ribs 50 connected with the orifice supporting plate 15 are arranged along the height direction of the inner supporting tube 14, and an orifice position control bag 17 is arranged between the 2 supporting plate return ribs 50 which are opposite up and down. Wherein, the orifice supporting plate 15 is rolled by a steel plate with the thickness of 2mm, the cross section is in a fan shape, the central angle is 30 degrees, and the height is 500 mm; the orifice position control bag 17 is a closed circular cylinder body sewn by rubber sheets with the thickness of 1mm, the inner side wall is connected with the orifice inner supporting tube 14 in a sticking way, and the outer side wall is connected with the orifice supporting plate 15 in a sticking way; the inner bracing tube connecting bolt 20 is a bolt matched with the top thread of the bracing tube 14 in the orifice.
The supporting plate return rib 50 is formed by rolling a spring material with the diameter of 30mm, two ends of the supporting plate return rib are respectively connected with the orifice inner supporting tube 14 and the orifice supporting plate 15 in a welding mode, and when the orifice supporting plate 15 is connected with the side wall of the impervious wall hole 9, the supporting plate return rib 50 is in a tension state.
The bladder pressurizing pipe 16 is a PVC pipe having an inner diameter of 60 mm.
The orifice cover plate 18 is formed by rolling a steel plate with the thickness of 2mm, is in a dome shape, and has a chord length which is 1.5 times of the diameter of the hole 9 of the impervious wall.
The soil 19 around the wall is cohesive soil in a hard plastic-plastic state.
The outer side of the first grouting pipe 21 is annularly provided with a slurry adjusting box 24, the slurry adjusting box 24 is connected with the side wall of the first grouting pipe 21 in a welding mode, the side wall of the slurry adjusting box 24 is provided with a second slurry spraying port 25, slurry is conveyed into the slurry adjusting box 24 through the second grouting pipe 23, and a soil layer solidifying body 67 is formed in a special soil layer 28 by performing primary slurry spraying on the special soil layer through the second slurry spraying port 25. First mud jacking pipe 21 adopts the steel pipe that the external diameter is 90mm, and the lumen communicates with outside mud jacking equipment, and the bottom sets up first whitewashing mouth 22 and tube bottom shrouding 55. The number of the first guniting ports 22 is 3, and the diameter of the guniting hole is 2 mm; the tube bottom sealing plate 55 is formed by rolling a steel plate with the thickness of 2mm and is connected with the bottom end of the first grouting tube 21 in a welding mode.
The bag type air bag further comprises a sealing bag 26, the sealing bag 26 is a sealed circular cylinder formed by sewing rubber sheets with the thickness of 1mm, the inner side wall of the sealing bag is connected with the bag inner supporting pipe 27 in a sticking mode, and the bag inner supporting pipe 27 is formed by rolling a steel pipe with the inner diameter of 90 mm.
The slurry adjusting box 24 is formed by rolling a steel plate with the thickness of 2mm, the cross section of the slurry adjusting box is trapezoidal, and 9 second slurry spraying ports 25 are formed in the side wall of the slurry adjusting box; the size and shape of the second slurry outlet 25 may be the same as those of the first slurry outlet 22.
The second grouting pipe 23 is a steel pipe having an inner diameter of 60 mm.
In this embodiment, the special soil layer 28 includes a muddy soil layer in a soft plastic state with a thickness of 3 m.
The slurry discharge pipe 29 is a steel pipe with a diameter of 60mm, and a pipe orifice at the bottom end extends to the lower part of the sealing bag 26 through the sealing bag 26.
The bracket bottom plate 30 is formed by rolling a steel plate with the thickness of 10 mm.
The strut upright 31 is made of H-shaped steel with the specification of 200 multiplied by 8 multiplied by 12.
The immersed tube screw 32 is a high-strength screw with the diameter of 60mm, and the bottom end of the immersed tube screw is connected with the top end of the strut upright 31 in a welding manner.
The lumen pressurizing tube 33 is a steel tube having a diameter of 30 mm.
The closed ring plate 35 is arranged on the inner side of the pipe wall water seepage hole 54, the cross section of the closed ring plate is in a circular arc shape, the outer diameter of the circular arc is the same as the inner diameter of the test outer pipe 36, the arc length is 5cm, the closed ring plate is formed by rolling a steel plate with the thickness of 2mm, the closed ring plate is connected with the support inner pipe 34 through a ring plate return lacing wire 56, the top end of the closed ring plate is connected with the lower surface of the pipe cavity closed bag 51 in a sticking mode, and the bottom end of the closed ring plate is connected with a ring plate bottom sealing plate 57 in a sticking mode. And sealing ring cloth 66 is vertically arranged between the adjacent sealing ring plates 35, two side edges of the sealing ring cloth 66 are connected with the connected sealing ring plates 35 in a sticking way, and the top end and the bottom end of the sealing ring cloth are respectively connected with the tube cavity sealing bag 51 and the ring plate bottom sealing plate 57 in a sticking way. The closed ring cloth 66 is formed by sewing rubber sheets with the thickness of 1 mm.
The diameter of the pipe wall water seepage holes 54 is 5mm, 6 rows are uniformly arranged along the circumferential direction of the test outer pipe 36 at intervals, and each row is provided with one pipe wall water seepage hole 54 every 20cm along the height direction of the test outer pipe 36.
The ring plate return lacing wire 56 is formed by rolling a spring with the diameter of 30 mm.
The ring plate bottom sealing plate 57 is circular, the inner side is connected with the supporting inner tube 34 in a sticking way, and the outer side is connected with the connected closed ring plate 35 in a sticking way.
The supporting pipe cap 52 is formed by rolling a steel plate with the thickness of 2mm, the cross section of the supporting pipe cap is U-shaped, a hole for the pipe cavity pressurizing pipe 33 to penetrate through is formed in the supporting pipe cap, the pipe cavity pressurizing pipe 33 penetrates through the supporting pipe cap 52 to pressurize the gap between the supporting inner pipe 34 and the closed annular plate 35, and the closed annular plate 35 is tightly attached to the inner side wall of the testing outer pipe 36.
The guide sleeve 38 is rolled from a steel tube having an inner diameter of 100 mm.
The lateral wall of the penetration test tube 37 is sleeved with a lateral plate pipe hoop 39, and the lateral wall of the penetration test tube is vertically welded and connected with a connecting lateral plate 40.
The connecting cross support plate 40 is formed by rolling a steel plate with the thickness of 10 mm.
The sink nut 41 is a nut that mates with the sink screw 32.
The water gauge pipe cap 42 is formed by rolling a steel plate with the thickness of 2mm, the cross section of the water gauge pipe cap is U-shaped, the top surface of the water gauge pipe cap is provided with a cap top connecting bolt 58, the cap top connecting bolt 58 is connected with a sleeve connecting transverse plate 59, and the lower surface of the water gauge pipe cap 42 is vertically welded and connected with the positioning outer pipe 43. Wherein, the crown connection bolt 58 adopts a high-strength bolt with the diameter of 30 mm.
The positioning outer tube 43 and the scale sleeve 60 are both formed by rolling steel tubes, the diameters of the positioning outer tube 43 and the scale sleeve 60 are 60mm and 30mm respectively, sleeve positioning ribs 61 are arranged between the positioning outer tube 43 and the scale sleeve 60, and the sleeve positioning ribs 61 are stainless steel tubes with the diameters of 30 mm.
The water level scale 45 is formed by cutting a plastic plate with the thickness of 10mm, scale reading is arranged on the outer side wall of the water level scale 45, the bottom end of the water level scale is connected with the water level floating ball 62, the top of the water level scale is provided with a limiting clamping plate 63, the limiting clamping plate 63 is formed by rolling a steel plate with the thickness of 2mm, and the transverse positioning bolt 64 comprises a screw rod with the diameter of 30mm and a bolt, and the fastening directions of the screw rods on the two sides of the bolt are opposite.
The test tube tip 53 is in a shape of a circular truncated cone, is arranged at the bottom of the support inner tube 34 and is used for sealing the support inner tube 34 and is formed by welding steel plates with the thickness of 2 mm.
The casing connection transverse plate 59 is formed by rolling a steel plate with the thickness of 10mm, a hole for the water level scale 45 to penetrate is formed in the casing connection transverse plate, the lower surface of the casing connection transverse plate is perpendicularly welded with the scale casing pipe 60, the scale pointer 44 is arranged on the casing connection transverse plate, the scale pointer 44 is formed by rolling a steel plate with the thickness of 2mm, the water level floating ball 62 is a plastic ball with the diameter of 50mm, scale reading on the outer side wall of the water level scale 45 is read through the scale pointer 44, and therefore a test result of the seepage coefficient of the impervious wall is obtained.
The soil layer solidified body 67 is formed by solidifying cement paste.
The technical features of the above embodiments can be arbitrarily combined, and for the sake of brevity, all possible combinations of the technical features in the above embodiments are not described, but should be considered as the scope of the present specification as long as there is no contradiction between the combinations of the technical features.
The above-mentioned embodiments only express several embodiments of the present application, and the description thereof is more specific and detailed, but not construed as limiting the scope of the present application. It should be noted that, for a person skilled in the art, several variations and modifications can be made without departing from the concept of the present application, which falls within the scope of protection of the present application. Therefore, the protection scope of the present patent shall be subject to the appended claims.
Claims (8)
1. The construction method of the high-pressure jet grouting impervious wall is characterized by comprising the following construction steps of:
step one, construction preparation:
determining the plane position of the jet grouting impervious wall (1) by site survey, and preparing construction materials and devices;
step two, guiding and drilling a hole guiding core pipe:
laying a guide slide rail (2) on each of two sides of a to-be-constructed rotary-spraying impervious wall (1), arranging a sleeve supporting plate (3) on each guide slide rail (2) through a slide rail connecting tenon (4), welding and connecting the sleeve supporting plate (3) with a fixed tube plate (6) of a limiting sleeve (5), inserting one end of a pore slurry recovery tube (7) into the inner side of the fixed tube plate (6), and communicating the other end of the pore slurry recovery tube (7) with a pore slurry recovery pond (8); when hole leading construction is carried out, firstly, a sleeve supporting plate (3) and a fixed tube plate (6) are slid to the position of a hole (9) of an impervious wall, a hole leading core tube (10) of a hole leading drilling machine is inserted into a tube cavity of the fixed tube plate (6), and hole leading slag slurry is guided into a hole slurry recovery tank (8) through a hole slurry recovery tube (7) in the hole leading process;
step three, protecting an orifice sealing cover:
after the cut-off wall hole (9) is drilled, an orifice supporting plate (15) and a bag pressurizing pipe (16) are arranged in the cut-off wall hole (9), the orifice supporting plate (15) is inserted into the cut-off wall hole (9) through the orifice supporting pipe (14), the orifice supporting plate (15) is arranged in the cut-off wall hole (9), a hole position control bag (17) is pressurized through the bag pressurizing pipe (16), so that the orifice supporting plate (15) is tightly attached to the inner side wall of the cut-off wall hole (9), an orifice cover plate (18) is arranged at the top of the cut-off wall hole (9), and the plate edge of the orifice cover plate (18) is connected with a soil body (19) around the wall; the orifice cover plate (18) is firmly connected with the orifice inner supporting pipe (14) through an inner supporting pipe connecting bolt (20);
step four, jet grouting construction:
aiming at the construction of an impervious wall hole (9) without a special soil layer (28), inserting a first grouting pipe (21) into the impervious wall hole (9), arranging a first grouting opening (22) on the first grouting pipe (21), and injecting and grouting the rotary-spraying impervious wall (1) through the first grouting opening (22); aiming at the construction of an impervious wall hole (9) with a special soil layer (28), inserting a first grouting pipe (21) and a second grouting pipe (23) into the impervious wall hole (9), enabling the second grouting pipe (23) to be communicated with external grouting equipment, arranging a second grouting opening (25) on the second grouting pipe (23), performing primary grouting on the special soil layer (28) through the second grouting opening (25) to form a soil layer solidified body (67) in the special soil layer (28), then communicating the first grouting pipe (21) with the external grouting equipment, and performing jet grouting on the impervious wall (1) by performing rotary jetting on the special soil layer (28) through the first grouting opening (22); after the spraying is finished, arranging a sealing bag (26) at the outer side of a first grouting pipe (21) at the hole part of the impervious wall hole (9), arranging a bag inner supporting pipe (27) at the inner side of the sealing bag (26), firstly pressurizing the sealing bag (26) through a bag pressurizing pipe (16), and then carrying out the rotary spraying construction of the top rotary spraying impervious wall (1) through the first grouting pipe (21);
step five, inserting the penetration testing pipe in a guiding way:
after the construction of the jet grouting impervious wall (1), a bracket bottom plate (30) is respectively arranged on the top surfaces of wall peripheral soil bodies (19) at two sides of the jet grouting impervious wall (1), a bracket upright post (31) and a immersed tube screw rod (32) are sequentially arranged on the bracket bottom plate (30), a guide sleeve (38) is connected on the bracket upright post (31) through a transverse positioning bolt (64), the guide sleeve (38) is sleeved outside a penetration test tube (37), the bottom end of the penetration test tube (37) is inserted into the jet grouting impervious wall (1) through the guide sleeve (38), wherein the penetration test tube (37) comprises a support inner tube (34), a closed ring plate (35), a test outer tube (36), a tube cavity closed bag (51) and a support tube cap (52),
the bottom end of the test outer tube (36) is sealed by a test tube tip (53), the bottom end of the support inner tube (34) is attached to the test tube tip (53), and the top end of the support inner tube is vertically welded to the support tube cap (52);
the side wall of the test outer pipe (36) is provided with pipe wall seepage holes (54), the pipe wall seepage holes (54) are circumferentially spaced and uniformly arranged along the test outer pipe (36), a closed annular plate (35) is arranged on the inner side of the pipe wall seepage holes (54) and is tightly attached to the inner side wall of the test outer pipe (36), the closed annular plate (35) is connected with the support inner pipe (34) through an annular plate return lacing wire (56), the annular plate return lacing wire (56) is made of elastic materials, and when the closed annular plate (35) is connected with the test outer pipe (36), the annular plate return lacing wire (56) is in a tensioned state; the top end and the bottom end of the closed annular plate (35) are respectively closed through a lumen closed bag (51) and an annular plate bottom sealing plate (57), the annular plate bottom sealing plate (57) is annular, and the inner side of the annular plate bottom sealing plate is connected with the support inner tube (34) in a sticking way; closed ring cloth (66) is vertically arranged between adjacent closed ring plates (35), two side edges of the closed ring cloth (66) are connected with the connected closed ring plates (35) in a sticking way, and the top end and the bottom end are respectively connected with a tube cavity closed bag (51) and a ring plate bottom sealing plate (57) in a sticking way;
the supporting pipe cap (52) is provided with a hole for the pipe cavity pressurizing pipe (33) to penetrate through, the pipe cavity pressurizing pipe (33) penetrates through the supporting pipe cap (52) to pressurize a gap between the supporting inner pipe (34) and the closed annular plate (35), and the closed annular plate (35) is tightly attached to the inner side wall of the testing outer pipe (36);
step six, testing the permeability coefficient of the impervious wall:
after the penetration test tube (37) is inserted and constructed, removing the tube cavity pressure applied to the gap between the support inner tube (34) and the closed annular plate (35) by the tube cavity pressurization tube (33), taking out the support inner tube (34) and the closed annular plate (35), and arranging a water gauge tube cap (42) at the top of the test outer tube (36); the cross section of the water gauge pipe cap (42) is U-shaped, the water gauge pipe cap (42) is covered at the top end of the test outer pipe (36), the water gauge pipe cap (42) is provided with a positioning outer pipe (43), the positioning outer pipe (43) is connected to the lower surface of the water gauge pipe cap (42), the positioning outer pipe (43) is inserted into the test outer pipe (36), the top surface of the water gauge pipe cap (42) is provided with a cap top connecting bolt (58), the cap top connecting bolt (58) is connected with a sleeve connecting transverse plate (59), the sleeve connecting transverse plate (59) is provided with a hole for the water level scale (45) to pass through, and the water level scale (45) passes through the sleeve connecting transverse plate (59) and is arranged in the test outer pipe (36); the lower surface of the sleeve connecting transverse plate (59) is vertically welded with the scale sleeve (60), a scale pointer (44) is arranged on the sleeve connecting transverse plate, and the bottom end of the water level scale (45) is connected with the water level floating ball;
the water gauge is characterized in that water is injected into a tube cavity of the test outer tube (36) firstly, the positioning outer tube (43) at the lower part of the water gauge tube cap (42) is inserted into the test outer tube (36), a water level scale (45) is arranged in the test outer tube (36), a scale pointer (44) is arranged on the water level scale (45), and the reading of the water level scale (45) is read through the scale pointer (44).
2. The construction method of the high-pressure jet grouting impervious wall according to the claim 1, wherein in the second step, an inverted T-shaped sliding channel (65) is arranged on the guide sliding rail (2), the sliding channel (65) is connected with the sliding rail connecting tenon (4), and the cross section of the sliding rail connecting tenon (4) is matched with the shape of the sliding channel (65) to be inverted T-shaped.
3. The construction method of the high-pressure jet grouting impervious wall according to claim 2, wherein the limiting sleeve (5) further comprises a detachable tube plate (11), the fixed tube plate (6) is connected with the detachable tube plate (11) through an ear plate fastening bolt (13), after the drilling of the impervious wall hole (9) at the first position is completed, the ear plate fastening bolt (13) is firstly released from restraining the detachable tube plate (11), then the detachable tube plate (11) is detached, then the pilot hole drilling machine is shifted, and the drilling construction of the impervious wall hole (9) at the next position is carried out.
4. The construction method of the high-pressure jet grouting impervious wall according to claim 3, wherein sleeve lug plates (12) are arranged on the detachable tube plate (11), an inter-plate sealing layer (47) is arranged at the joint of the fixed tube plate (6) and the sleeve lug plates (12), elastic cushion plates (46) are arranged on the inner side walls of the fixed tube plate (6) and the detachable tube plate (11), and the elastic cushion plates (46) are arranged along the height direction of the limiting sleeve (5).
5. The construction method of the high-pressure rotary-spraying impervious wall according to the claim 1 is characterized in that in the second step, the pore slurry recovery tank (8) is arranged on the sleeve supporting plate (3), the pore slurry recovery pipe (7) is vertically arranged on the side wall of the limiting sleeve (5), the side of the pore slurry recovery pipe (7) far away from the limiting sleeve (5) is provided with a slurry filtering extraction pipe (48), and the inner side wall of the pore slurry recovery tank (8) is provided with a pore slag filtering plate (49); the hole residue filter plate (49) is provided with a filter residue hole, and the filter residue hole is arranged between the pipe orifice of the filter pulp extraction pipe (48) and the pipe orifice of the hole pulp recovery pipe (7).
6. The construction method of the high-pressure jet grouting impervious wall according to claim 1, wherein in the third step, an inner supporting pipe connecting bolt (20) is arranged at the top end of the orifice inner supporting pipe (14), at least two supporting plate returning ribs (50) connected with the orifice supporting plate (15) are arranged along the height direction of the orifice inner supporting pipe (14), and an orifice position control bag (17) is arranged between the adjacent supporting plate returning ribs (50), wherein the inner side wall of the orifice position control bag (17) is connected with the orifice inner supporting pipe (14) in a sticking way, and the outer side wall of the orifice position control bag is connected with the orifice supporting plate (15) in a sticking way; two ends of the supporting plate return rib (50) are respectively connected with the orifice inner supporting tube (14) and the orifice supporting plate (15), and when the orifice supporting plate (15) is connected with the side wall of the impervious wall hole (9), the supporting plate return rib (50) is in a tension state.
7. The construction method of the high-pressure jet grouting impervious wall according to claim 1, wherein in the fourth step, the grout adjusting box (24) is annularly arranged on the outer side of the first grouting pipe (21), the grout adjusting box (24) is welded with the side wall of the first grouting pipe (21), the side wall of the grout adjusting box (24) is provided with a second grout spraying port (25), grout is conveyed into the grout adjusting box (24) through the second grouting pipe (23), and primary grout spraying is performed on the special stratum through the second grout spraying port (25) to form a soil layer solidified body (67) in the special soil layer (28).
8. A construction structure of a high-pressure jet grouting impervious wall, which is obtained by the construction method of the high-pressure jet grouting impervious wall according to any one of claims 1 to 7.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010837801.9A CN111945667B (en) | 2020-08-19 | 2020-08-19 | Construction structure and construction method of high-pressure jet grouting impervious wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010837801.9A CN111945667B (en) | 2020-08-19 | 2020-08-19 | Construction structure and construction method of high-pressure jet grouting impervious wall |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN111945667A CN111945667A (en) | 2020-11-17 |
| CN111945667B true CN111945667B (en) | 2021-10-26 |
Family
ID=73358504
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010837801.9A Active CN111945667B (en) | 2020-08-19 | 2020-08-19 | Construction structure and construction method of high-pressure jet grouting impervious wall |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111945667B (en) |
Family Cites Families (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2265693C1 (en) * | 2004-05-05 | 2005-12-10 | Открытое акционерное общество "Инженерный центр ЕЭС"-Гидропроект, Ленгидропроект, Теплоэлектропроект, Фирма ОРГРЭС" | Water-tight dam diaphragm formed of in-situ materials |
| JP4761386B2 (en) * | 2006-10-24 | 2011-08-31 | ワールドエンジニアリング株式会社 | Construction method of impermeable walls |
| CN101230573B (en) * | 2008-02-28 | 2010-06-02 | 上海市第二市政工程有限公司 | Construction equipment for four-layer pipe ground layer depression type double-liquid horizontal jet grouting |
| CN102433887A (en) * | 2011-09-15 | 2012-05-02 | 广东省水利水电第三工程局 | Construction method of sand replacement type mixing pile diaphragm wall |
| CN102691318A (en) * | 2012-06-15 | 2012-09-26 | 中钢集团马鞍山矿山研究院有限公司 | Water injection test method for detecting quality of high-groundwater-level diaphragm wall body |
| CN103822863A (en) * | 2014-02-17 | 2014-05-28 | 同济大学 | Instrument used for measuring soil permeability coefficient by onsite drilling and water injection |
| CN107100137A (en) * | 2017-05-24 | 2017-08-29 | 南京市长江河道管理处 | The integrated antiseepage processing method of hamburger type dyke |
| CN110042855B (en) * | 2019-04-25 | 2020-12-25 | 倡创(上海)咨询管理事务所 | Concrete impervious wall and construction method |
| CN110747847A (en) * | 2019-10-24 | 2020-02-04 | 湖北盛达泰水利水电工程有限公司 | Double-pipe high-pressure jet grouting construction method for building impervious wall in soft foundation |
-
2020
- 2020-08-19 CN CN202010837801.9A patent/CN111945667B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN111945667A (en) | 2020-11-17 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN109505634B (en) | Emergency type anti-seepage water-air bag device in tunnel and application method thereof | |
| CN206308690U (en) | Grout pile bottom stake side one grouting behind shaft or drift lining construction tool | |
| CN104806272A (en) | Tunnel diversion composite type waterproof and drainage system as well as construction method and use method thereof | |
| CN112281927A (en) | Construction method for treating leakage of independent foundation of frame column | |
| CN107022976B (en) | Assembled surrounding well for treating piping and construction method thereof | |
| CN111676954A (en) | Locking type high polymer anti-seepage wall forming groove plate and construction method | |
| CN105738044B (en) | A kind of bearing platform construction sealing capsule sealing performance detecting tool and detection method | |
| CN111945667B (en) | Construction structure and construction method of high-pressure jet grouting impervious wall | |
| CN112227379B (en) | Construction method of high-water-level sand bed rigid-flexible combined pile full-section waterproof curtain | |
| CN114086605A (en) | Integrated underwater bearing platform flexible water stop structure and construction method thereof | |
| CN110670609B (en) | Anti-seepage combined water-resisting device | |
| CN117230812A (en) | Slope grouting reinforcement system | |
| JP3889408B2 (en) | Ground injection method and injection pipe device | |
| CN216194867U (en) | Underwater sealing and water stopping structure for prefabricated bearing platform and sleeve box | |
| CN216664152U (en) | Water sealing structure for anchorage support | |
| CN113914902A (en) | Embedded guide pipe assembly suitable for extra-high water pressure tunnel curtain grouting and embedding method | |
| CN213836708U (en) | High water level sand bed rigid and flexible combined pile full-section water stop structure | |
| CN214940313U (en) | Waterproof curtain structure | |
| CN112726620A (en) | Single-tube sectional type uniform grouting device | |
| CN106836215A (en) | Inside and outside hydraulic pressure autobalance steel pile casting | |
| CN209243728U (en) | A kind of OPT interlocking pile slip casting around pile pipe device | |
| CN113186963A (en) | Tower crane foundation pit decompression grouting construction method | |
| CN112502746A (en) | Shallow-buried underground excavation tunnel excavation supporting system and construction method | |
| CN113006151A (en) | Grouting, plugging and reinforcing construction method for basement post-cast strip | |
| CN111733851A (en) | Construction method for jet grouting waterproof curtain under water-rich sandy gravel geological condition |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |