CN110318388B - Underground continuous wall excavation grooving method - Google Patents
Underground continuous wall excavation grooving method Download PDFInfo
- Publication number
- CN110318388B CN110318388B CN201910550147.0A CN201910550147A CN110318388B CN 110318388 B CN110318388 B CN 110318388B CN 201910550147 A CN201910550147 A CN 201910550147A CN 110318388 B CN110318388 B CN 110318388B
- Authority
- CN
- China
- Prior art keywords
- underground
- underground pipeline
- continuous wall
- pipeline
- wall
- 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
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
Abstract
The invention discloses a method for excavating and grooving an underground diaphragm wall, which comprises the following steps: arranging suspension protection of the underground pipeline, excavating partial soil body below the underground pipeline, and then performing rotary drilling on a single underground continuous wall construction section penetrating the underground pipeline; putting a half-width steel retaining wall in the construction section of the single underground continuous wall of the underground pipeline to ensure that the two half-width steel retaining walls just surround the construction section of the single underground continuous wall of the underground pipeline; sixthly, jacking the half-width steel retaining wall into the ground by using two impact drilling machines; grooving two sides of the underground pipeline to a designed depth by using hydraulic grab buckets respectively, and then performing rotary spraying on a soil body below the underground pipeline in an inclined downward manner by using a high-pressure rotary spraying machine to form holes; and pouring clear water into the hydraulic grab bucket forming groove on one side of the underground pipeline so that the clear water is injected into the hydraulic grab bucket forming groove on the other side of the underground pipeline from the rotary spraying hole and gradually crushes the soil body below the underground pipeline. The invention can not only do no change to the underground pipeline, but also overcome the defect of manual construction by the reverse construction method.
Description
Technical Field
The invention relates to the field of underground continuous wall construction. More particularly, the present invention relates to a method of trenching an underground diaphragm wall.
Background
The underground continuous wall is a foundation engineering, and adopts a trenching machine on the ground, and under the condition of slurry wall protection, a long and narrow deep groove is excavated along the peripheral axis of the deep excavation engineering, after the groove is cleaned, a steel reinforcement cage is hung in the groove, then underwater concrete is poured by using a conduit method to construct a unit groove section, and the steps are carried out section by section, so that a continuous reinforced concrete wall is constructed underground to be used as a structure for intercepting water, preventing seepage, bearing and retaining water.
However, in the construction process of the underground continuous wall, the situation that construction needs to be carried out below an existing underground pipeline is often encountered, and due to the blocking of the underground pipeline, the existing grooving machine is difficult to dig to a groove section below the underground pipeline. The other method is a reverse method, namely, the underground continuous wall is poured by adopting manual layer-by-layer excavation until the design depth is reached. The method has the advantages of long construction time, high cost and high risk, and can be completely completed by manpower.
Disclosure of Invention
An object of the present invention is to solve at least the above problems and to provide at least the advantages described later.
It is still another object of the present invention to provide a method for excavating a trench in an underground diaphragm wall, which can overcome the disadvantages of manual construction by a reverse construction method without modifying the underground pipeline.
To achieve these objects and other advantages in accordance with the purpose of the invention, there is provided an underground diaphragm wall trenching method including the steps of:
firstly, excavating a foundation trench along a preset line of the underground continuous wall, replacing filling stones on the ground at two sides of the foundation trench, erecting a template spaced from the side wall of the foundation trench in the foundation trench, placing a reinforcement cage between the side wall of the foundation trench and the template, and pouring concrete to manufacture a guide wall;
dividing the foundation trench into a plurality of single underground continuous wall construction sections, and enabling the central axis of the underground pipeline to be located in the middle of the single underground continuous wall construction sections for downwards penetrating the underground pipeline;
step three, respectively carrying out grooving and underground continuous wall pouring construction on the single underground continuous wall construction sections on two sides of the single underground continuous wall construction section which passes through the underground pipeline;
fourthly, after the single underground continuous walls on two sides of the single underground continuous wall construction section penetrating the underground pipeline reach the design strength, erecting crown beams on two side guide walls above the underground pipeline along the direction of the underground pipeline, meanwhile, arranging suspension protection of the underground pipeline on the crown beams, firstly excavating downwards to the depth of 1.5-2 m below the underground pipeline at the foundation trench of the single underground continuous wall construction section penetrating the underground pipeline, then respectively carrying out rotary drilling on the single underground continuous wall construction section penetrating the underground pipeline to the designed depth at the position close to the single underground continuous walls with two sides already constructed, and protecting the walls by using mud in the rotary drilling process;
fifthly, respectively placing half-width steel retaining walls at two sides below the underground pipeline of the single-width underground continuous wall construction section for penetrating the underground pipeline, wherein the half-width steel retaining walls are in a C-shaped cylindrical shape, supports with ┤ -shaped horizontal surfaces are welded on the inner walls of the half-width steel retaining walls, the notches of the pair of half-width steel retaining walls are opposite and the free ends of the two half-width steel retaining walls are in contact, so that the two half-width steel retaining walls just surround the single-width underground continuous wall construction section for penetrating the underground pipeline, and each rotary excavation hole is positioned under one ┤ -shaped support;
step six, using two impact drilling machines to respectively face the two rotary drilling holes to impact the ┤ -shaped support of each half steel retaining wall so as to jack the half steel retaining walls into the ground;
step seven, repeating the step five and the step six to splice a plurality of pairs of half-width steel retaining walls from top to bottom until the designed depth of the underground continuous wall below the underground pipeline so as to form the steel retaining wall of the construction section of the underground continuous wall below the underground pipeline, forming grooves on two sides of the underground pipeline to the designed depth by using hydraulic grab buckets respectively, forming the grooves without using slurry to protect the walls, forming holes by using a high-pressure rotary spraying machine to obliquely and downwards perform rotary spraying on soil bodies below the underground pipeline, and forming a plurality of soil bodies which penetrate through the underground pipeline from top to bottom through the rotary spraying holes;
step eight, pouring clear water into the hydraulic grab bucket forming groove on one side of the underground pipeline, so that the clear water is injected into the hydraulic grab bucket forming groove on the other side of the underground pipeline from the rotary spraying hole and gradually crushes soil below the underground pipeline, then grabbing out soil at the bottom of the hydraulic grab bucket forming groove on the other side of the underground pipeline after being crushed by using the hydraulic grab bucket, and then pumping out the clear water and pouring slurry into a groove section formed after being crushed;
and step nine, lifting a plurality of pairs of half-width steel retaining walls on two sides below the underground pipeline out of the ground, and cleaning the residual soil of the single underground continuous wall construction section penetrating the underground pipeline by using a hydraulic grab bucket.
Preferably, the lower end of the half-width steel guard wall is in a conical blade shape.
Preferably, the upper end of the half-width steel retaining wall is provided with a groove along the section contour line of the half-width steel retaining wall.
Preferably, in the rotary drilling process in the fourth step, the height of the mud liquid level is kept at least 1.5m higher than the underground water line.
Preferably, the slurry used in the fourth step is bentonite slurry.
Preferably, in the seventh step, the high-pressure rotary spraying machine adopts spraying high-pressure clear water to cut holes.
The invention at least comprises the following beneficial effects: the method for excavating the underground continuous wall into the groove adopts the single underground continuous wall construction section from the lower part of the combined steel retaining wall to the lower part of the underground pipeline in the construction process, when the steel retaining wall is taken out from the single underground continuous wall construction section, the perpendicularity and the flatness of the groove wall of the groove of the underground continuous wall construction section are better, simultaneously, the soil body below the underground pipeline can be quickly dispersed by adopting a clear water crushing method, and then the soil body is cleaned by using a hydraulic grab bucket, so that the problem that the underground pipeline is changed to cause interference to resident life is avoided, the efficiency is improved without manual construction, and the construction safety is improved without the need of a constructor going to the single underground continuous wall construction section below the underground pipeline.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention.
Drawings
FIG. 1 is a schematic side view of a guide wall after the construction of a guide wall according to an embodiment of the present invention;
fig. 2 is a schematic side view of a single underground continuous wall at two sides of a single underground continuous wall construction section for penetrating underground pipelines in step three according to an embodiment of the present invention;
FIG. 3 is a schematic side view of the underground pipeline after the excavation work of the soil below the underground pipeline is completed according to the fourth embodiment of the present invention;
FIG. 4 is a schematic side structure diagram of the construction of the rotary drilling hole in the fourth step according to the embodiment of the invention;
FIG. 5 is a schematic side view of a pair of half-width steel retaining walls disposed below an underground utility in step five according to an embodiment of the present invention;
FIG. 6 is a schematic side view of a plurality of pairs of half-wall steel retaining walls under an underground utility in step seven according to an embodiment of the present invention;
fig. 7 is a schematic side structure view of the hydraulic grab after grooving construction in step seven according to the embodiment of the invention;
fig. 8 is a schematic side view of the rotary nozzle hole after being constructed in the seventh step according to an embodiment of the present invention;
FIG. 9 is a schematic cross-sectional view of a guide wall after the construction is completed in step one according to an embodiment of the present invention;
FIG. 10 is a schematic cross-sectional view of a portion of soil below an underground pipeline after completion of excavation according to one embodiment of the present invention;
FIG. 11 is a schematic top view of a steel retaining wall according to an embodiment of the present invention;
FIG. 12 is a schematic view of the cross-sectional structure A-A of the half-width steel retaining wall according to one embodiment of the present invention;
FIG. 13 is a schematic structural view of a section B-B of a half-width steel retaining wall according to an embodiment of the present invention;
FIG. 14 is a schematic top view showing a pair of half-steel retaining walls disposed under the underground pipeline in step five according to an embodiment of the present invention.
Detailed Description
The present invention is further described in detail below with reference to the attached drawings so that those skilled in the art can implement the invention by referring to the description text.
It is to be noted that the experimental methods described in the following embodiments are all conventional methods unless otherwise specified, and the reagents and materials, if not otherwise specified, are commercially available; in the description of the present invention, the terms "lateral", "longitudinal", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc., indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, are only for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be construed as limiting the present invention.
The invention provides a method for excavating grooves in an underground diaphragm wall, which comprises the following steps:
firstly, excavating a foundation trench along a preset line of the underground continuous wall, replacing filling stones on the ground at two sides of the foundation trench, erecting a template spaced from the side wall of the foundation trench in the foundation trench, placing a reinforcement cage between the side wall of the foundation trench and the template, and pouring concrete to manufacture a guide wall 1;
dividing the foundation trench into a plurality of single underground continuous wall 3 construction sections, and enabling the central axis of the underground pipeline 2 to be located in the middle of the single underground continuous wall 3 construction sections for downwards penetrating the underground pipeline 2;
step three, carrying out grooving and underground continuous wall pouring construction on the single underground continuous wall 3 construction sections on two sides of the single underground continuous wall 3 construction section for downwards passing the underground pipeline 2 respectively, wherein the construction sections of the single underground continuous wall 3 on two sides of the single underground continuous wall 3 construction section for downwards passing the underground pipeline 2 have no construction obstruction, so that the construction can be carried out by adopting the existing underground continuous wall construction method, and the existing underground continuous wall construction method simply comprises the following steps: carrying out 'three-grabbing grooving' on the construction section of the single-width underground continuous wall 3, then putting a reinforcement cage, a concrete guide pipe and a locking pipe of the single-width underground continuous wall 3, pouring concrete, and pulling out the guide pipe and the locking pipe after the concrete reaches the designed strength;
fourthly, after the single underground continuous walls 3 on two sides of the construction section of the single underground continuous wall 3 penetrating the underground pipeline 2 downwards reach the design strength, erecting crown beams 4 on the guide walls 1 on two sides above the underground pipeline 2 along the direction of the underground pipeline 2, arranging suspension protection 5 of the underground pipeline 2 on the crown beams 4, wherein the suspension protection 5 generally adopts a plurality of steel ropes to suspend the underground pipeline 2 on the crown beams 4, naturally excavating the foundation groove of the construction section of the single underground continuous wall 3 penetrating the underground pipeline 2 downwards to a depth of 1.5-2 m below the underground pipeline 2 in order that the underground pipeline 2 is not damaged in the construction process, and enclosing a cylindrical steel protection sleeve on the surface of the underground pipeline 2, and then respectively drilling holes at the construction section of the single underground continuous wall 3 penetrating the underground pipeline 2 downwards to the design depth close to the single underground continuous walls 3 which are constructed on two sides, the wall protection mud used in the rotary digging process can be a mud formula commonly used in the prior art, such as mud formed by mixing water, bentonite, carboxymethyl cellulose and soda ash;
fifthly, respectively placing half-width steel retaining walls 7 at two sides below the underground pipeline 2 of the construction section of the single underground continuous wall 3 of the underground pipeline 2, wherein the half-width steel retaining walls 7 are shown in figures 11-13, the half-width steel retaining walls 7 are in a C-shaped cylinder shape and can be formed by bending steel plates with certain thickness, supports which are ┤ -shaped in the horizontal plane are welded on the inner walls of the half-width steel retaining walls 7, the notches of the pair of half-width steel retaining walls 7 are opposite and the free ends are in contact, so that the two half-width steel retaining walls 7 just surround the construction section of the single underground continuous wall 3 of the underground pipeline 2, and each rotary excavation hole 6 is positioned under a ┤ -shaped support 8;
step six, using two impact drilling machines to respectively impact the ┤ -shaped support 8 of each half steel retaining wall 7 opposite to the two rotary excavation holes 6 so as to jack the half steel retaining walls 7 into the ground;
and seventhly, repeating the fifth step and the sixth step to splice a plurality of pairs of half steel retaining walls 7 from top to bottom until the designed depth of the underground continuous wall below the underground pipeline 2 is reached to form the steel retaining wall of the construction section of the underground continuous wall below the underground pipeline 2, forming grooves 9 at two sides of the underground pipeline 2 to the designed depth respectively by using hydraulic grab buckets, wherein the mud retaining walls are not used in the grooving process, the construction of the hydraulic grab bucket forming grooves 9 can be started from the free face of the rotary excavating hole 6 because the construction section of the underground continuous wall below the underground pipeline 2 is surrounded by the steel retaining walls and is free from the side pressure influence of underground water, and the mud in the rotary excavating hole 6 can be firstly pumped out by using a pump before construction. Then, a high-pressure rotary spraying machine is used for obliquely and downwards performing rotary spraying on soil mass below the underground pipeline 2 to form holes, and a plurality of soil masses which penetrate through the underground pipeline 2 are arranged in the rotary spraying holes 10 from top to bottom;
step eight, pouring clear water into the hydraulic grab bucket forming groove 9 on one side of the underground pipeline 2, wherein the clear water is at least poured to a position which is not lower than 0.3-0.5 m of the upper end of the steel retaining wall, so that the clear water is poured into the hydraulic grab bucket forming groove 9 on the other side of the underground pipeline 2 from the rotary spraying hole 10 and gradually crushes soil bodies below the underground pipeline 2, and because the hydraulic grab bucket forming groove 9 on one side of the underground pipeline 2 contains the clear water which has a high water level and a high water pressure at the bottom of the groove, the clear water is continuously flushed when being poured into the hydraulic grab bucket forming groove 9 on the other side of the underground pipeline 2 from the rotary spraying hole 10 and finally crushes the soil bodies below the underground pipeline 2, then the soil bodies below the underground pipeline 2 are grabbed by the hydraulic grab bucket, the soil which is crushed and accumulated at the bottom of the hydraulic grab bucket forming groove 9 on the other side of the underground pipeline 2 is pumped out, and slurry;
and step nine, lifting a plurality of pairs of half-width steel retaining walls 7 on two sides below the underground pipeline 2 out of the ground, and cleaning residual soil of the construction section of the single-width underground continuous wall 3 penetrating through the underground pipeline 2 by using a hydraulic grab bucket.
Because the embodiment adopts the steel dado that forms in the use, 3 construction sections of single underground continuous wall under the underground pipeline 2, when the steel dado is taken out from 3 construction sections of single underground continuous wall, the straightness that hangs down and the roughness of the cell wall of underground continuous wall construction section trenching are better, adopt the method of clear water conquassation simultaneously can break away the soil body below the underground pipeline 2 faster, reuse hydraulic grab bucket clearance, neither can produce the problem that the underground pipeline 2 changes and causes the interference to resident's life, do not need the manual construction to improve efficiency again, also do not need constructor to go down 3 construction sections of single underground continuous wall under the underground pipeline 2, improved the security of construction.
In another embodiment, the lower end of the half-width steel retaining wall 7 is in the shape of a tapered blade. Therefore, when the impact drilling machine impacts and props against the half-width steel protecting wall 7, the soil resistance is smaller, and the construction efficiency is higher.
In another embodiment, the upper end of the half-width steel retaining wall 7 is provided with a groove along the cross-sectional contour line of the half-width steel retaining wall 7, and since the plate of the half-width steel retaining wall 7 has a certain thickness, for example, a steel plate with a thickness of 10-20 mm can be selected, the groove can be formed in the upper end of the half-width steel retaining wall 7, so that the lower end of the upper half-width steel retaining wall 7 can fall into the groove in the upper end of the lower half-width steel retaining wall 7, and alignment is more orderly.
In another embodiment, in the rotary drilling process in the fourth step, the height of the liquid level of the slurry is kept to be at least 1.5m higher than the underground water line, so that the phenomenon that the water pressure of the underground water is higher than the internal hydraulic pressure of the slurry, and the wall of the rotary drilling hole 6 is collapsed can be avoided.
In another embodiment, the slurry used in the fourth step is bentonite slurry, and the bentonite slurry has good film forming property and can form a mud skin on the wall of the rotary excavating hole 6, so that the wall of the rotary excavating hole 6 can be well protected.
In another embodiment, the high-pressure jet grouting machine in the seventh step adopts jetting high-pressure clear water to cut a hole, wherein the clear water has lower viscosity than slurry, so that a larger cutting force can be generated during high-pressure jetting cutting, and the construction of the jet grouting hole 10 is facilitated.
While embodiments of the invention have been described above, it is not limited to the applications set forth in the description and the embodiments, which are fully applicable in various fields of endeavor to which the invention pertains, and further modifications may readily be made by those skilled in the art, it being understood that the invention is not limited to the details shown and described herein without departing from the general concept defined by the appended claims and their equivalents.
Claims (6)
1. The method for excavating the underground diaphragm wall into the groove is characterized by comprising the following steps of:
firstly, excavating a foundation trench along a preset line of the underground continuous wall, replacing filling stones on the ground at two sides of the foundation trench, erecting a template spaced from the side wall of the foundation trench in the foundation trench, placing a reinforcement cage between the side wall of the foundation trench and the template, and pouring concrete to manufacture a guide wall;
dividing the foundation trench into a plurality of single underground continuous wall construction sections, and enabling the central axis of the underground pipeline to be located in the middle of the single underground continuous wall construction sections for downwards penetrating the underground pipeline;
step three, respectively carrying out grooving and underground continuous wall pouring construction on the single underground continuous wall construction sections on two sides of the single underground continuous wall construction section which passes through the underground pipeline;
fourthly, after the single underground continuous walls on two sides of the single underground continuous wall construction section penetrating the underground pipeline reach the design strength, erecting crown beams on two side guide walls above the underground pipeline along the direction of the underground pipeline, meanwhile, arranging suspension protection of the underground pipeline on the crown beams, firstly excavating downwards to the depth of 1.5-2 m below the underground pipeline at the foundation trench of the single underground continuous wall construction section penetrating the underground pipeline, then respectively carrying out rotary drilling on the single underground continuous wall construction section penetrating the underground pipeline to the designed depth at the position close to the single underground continuous walls with two sides already constructed, and protecting the walls by using mud in the rotary drilling process;
fifthly, respectively placing half-width steel retaining walls at two sides below the underground pipeline of the single-width underground continuous wall construction section for penetrating the underground pipeline, wherein the half-width steel retaining walls are in a C-shaped cylindrical shape, supports with ┤ -shaped horizontal surfaces are welded on the inner walls of the half-width steel retaining walls, the notches of the pair of half-width steel retaining walls are opposite and the free ends of the two half-width steel retaining walls are in contact, so that the two half-width steel retaining walls just surround the single-width underground continuous wall construction section for penetrating the underground pipeline, and each rotary excavation hole is positioned under one ┤ -shaped support;
step six, using two impact drilling machines to respectively face the two rotary drilling holes to impact the ┤ -shaped support of each half steel retaining wall so as to jack the half steel retaining walls into the ground;
step seven, repeating the step five and the step six to splice a plurality of pairs of half-width steel retaining walls from top to bottom until the designed depth of the underground continuous wall below the underground pipeline so as to form the steel retaining wall of the construction section of the underground continuous wall below the underground pipeline, forming grooves on two sides of the underground pipeline to the designed depth by using hydraulic grab buckets respectively, forming the grooves without using slurry to protect the walls, forming holes by using a high-pressure rotary spraying machine to obliquely and downwards perform rotary spraying on soil bodies below the underground pipeline, and forming a plurality of soil bodies which penetrate through the underground pipeline from top to bottom through the rotary spraying holes;
step eight, pouring clear water into the hydraulic grab bucket forming groove on one side of the underground pipeline, so that the clear water is injected into the hydraulic grab bucket forming groove on the other side of the underground pipeline from the rotary spraying hole and gradually crushes soil below the underground pipeline, then grabbing out soil at the bottom of the hydraulic grab bucket forming groove on the other side of the underground pipeline after being crushed by using the hydraulic grab bucket, and then pumping out the clear water and pouring slurry into a groove section formed after being crushed;
and step nine, lifting a plurality of pairs of half-width steel retaining walls on two sides below the underground pipeline out of the ground, and cleaning the residual soil of the single underground continuous wall construction section penetrating the underground pipeline by using a hydraulic grab bucket.
2. The underground diaphragm wall trenching method as claimed in claim 1, wherein the lower end of the half-width steel retaining wall is tapered.
3. The underground continuous wall trenching method as claimed in claim 1, wherein the upper end of the half-width steel retaining wall is grooved along the contour line of the section of the half-width steel retaining wall.
4. The underground diaphragm wall trenching method of claim 1, wherein during the drilling process by the rotary excavating, the slurry level is kept at least 1.5m higher than the underground water level.
5. The method of trenching underground diaphragm wall as claimed in claim 1 wherein the slurry used in the fourth step is bentonite slurry.
6. The method for excavating the underground diaphragm wall to form the groove according to claim 1, wherein the seven-step high-pressure rotary spraying machine adopts a spraying high-pressure clear water to cut the hole.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910550147.0A CN110318388B (en) | 2019-06-24 | 2019-06-24 | Underground continuous wall excavation grooving method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910550147.0A CN110318388B (en) | 2019-06-24 | 2019-06-24 | Underground continuous wall excavation grooving method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN110318388A CN110318388A (en) | 2019-10-11 |
| CN110318388B true CN110318388B (en) | 2021-04-20 |
Family
ID=68121221
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910550147.0A Active CN110318388B (en) | 2019-06-24 | 2019-06-24 | Underground continuous wall excavation grooving method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110318388B (en) |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111519637B (en) * | 2020-04-10 | 2021-12-24 | 深圳市工勘基础工程有限公司 | Grooving comprehensive construction method for pipeline underground diaphragm wall |
| CN111749292B (en) * | 2020-07-02 | 2022-04-01 | 北京城建集团有限责任公司 | Construction process for grooving wall-connecting ground in pipeline dense area |
| CN112816660B (en) * | 2021-01-14 | 2022-04-08 | 浙江大学 | Centrifugal model test device and method for researching underground continuous wall construction environmental effect |
Family Cites Families (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1120620A (en) * | 1994-10-11 | 1996-04-17 | 汉陆营造股份有限公司 | Construction method for underground obstacles through continuous wall |
| JP5762233B2 (en) * | 2011-09-22 | 2015-08-12 | 大成建設株式会社 | Joint cleaning apparatus and joint cleaning method |
| CN105735244B (en) * | 2016-02-01 | 2017-10-31 | 上海交通大学 | A kind of underground continuous wall groove segment design and construction method for riding existing sewage pipe |
| CN108252296A (en) * | 2018-01-19 | 2018-07-06 | 中铁上海工程局集团有限公司 | A kind of method of diaphram wall pipeline in-situ conservation construction |
| CN109653213B (en) * | 2018-12-28 | 2020-12-18 | 中铁十二局集团有限公司 | Underground diaphragm wall grooving construction method |
-
2019
- 2019-06-24 CN CN201910550147.0A patent/CN110318388B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN110318388A (en) | 2019-10-11 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110318388B (en) | Underground continuous wall excavation grooving method | |
| CN111851484B (en) | Method for cutting off semi-invasive prestressed anchor cable in supporting pile by rotary drilling rig | |
| CN106638640A (en) | Modular coffer construction method for concrete without subsealing in the geologic condition of stratum | |
| CN113174961B (en) | Foundation pit slope supporting method | |
| CN111519637B (en) | Grooving comprehensive construction method for pipeline underground diaphragm wall | |
| WO2022227725A1 (en) | Trench forming construction method | |
| CN105780763A (en) | Construction method of medium-hole vibrating casing wall protection type long spiral cast-in-situ bored pile | |
| CN111705785A (en) | Grooving method for underground continuous wall | |
| CN106545007A (en) | The method of pile in stratum of the bottom for hard rock stratum | |
| CN114108654A (en) | Construction method for removing obstacles in foundation pit area invaded by pressure-bearing water dock | |
| CN113863273A (en) | Construction method of bored pile adjacent to operation railway | |
| CN113668551A (en) | Pile-forming construction method for rotary excavating hard cutting secant pile in deep rockfill sludge stratum | |
| CN210395378U (en) | Slope protection device | |
| CN111877344A (en) | Old pipe pile breaking method | |
| CN114657974A (en) | Method for quickly splicing cast-in-place pile under complex geological condition | |
| CN108005659A (en) | A kind of diving for city vertical shaft construction excavates construction method | |
| CN113482028A (en) | Construction method for breaking pile blocking of open caisson | |
| CN112982381A (en) | Construction method of slide-resistant pile | |
| JP2004218378A (en) | Removing method for existing pile | |
| CN113373915B (en) | Method for reinforcing steel column pile structure | |
| CN215367361U (en) | Open caisson pile clamping breaking structure | |
| CN210712824U (en) | Reinforced composite pile based on miniature pile | |
| KR100729380B1 (en) | Piling method and pile connector thereof | |
| CN217758716U (en) | Combined wall type underground continuous wall structure | |
| CN114607187B (en) | Shaft type underground parking garage construction method of cast-in-situ supporting structure under slurry |
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 |