CN111005361A - High-pressure grouting device for deep water karst fracture development geology and construction method - Google Patents
High-pressure grouting device for deep water karst fracture development geology and construction method Download PDFInfo
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- CN111005361A CN111005361A CN201911276769.5A CN201911276769A CN111005361A CN 111005361 A CN111005361 A CN 111005361A CN 201911276769 A CN201911276769 A CN 201911276769A CN 111005361 A CN111005361 A CN 111005361A
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- grouting
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
Abstract
The invention discloses a high-pressure grouting device for deep water karst crack development geology and a construction method thereof, wherein the construction method mainly comprises five steps of material preparation, positioning, drilling, pipe placing and grouting, grouting raw materials and grouting equipment required by grouting are prepared firstly, then preliminary and accurate point location lofting is carried out according to a hole distribution diagram of a design drawing, a drilling machine is used for descending from a casing to an orifice of a river bed surface, then the drilling machine is started, the drilling rod is descended for drilling, high-pressure hole washing is carried out after the drilling is finished, drilling slag in the hole is cleaned, the drilling rod is lifted out finally, the mounted steel flower pipe, the slurry conveying pipe and casing materials are descended to the bottom of the hole in sections by utilizing the lifting function of the drilling machine, then pressure testing is carried out firstly, and normal grouting is carried out after no error is confirmed. The invention not only can reinforce the fragile geology of karst caves, karst fracture broken zones and the like in deep water rivers, but also can reduce the vibration influence of a newly-built bridge on an old bridge foundation in the construction process of a pile foundation in the construction process close to the existing bridge.
Description
Technical Field
The invention mainly relates to the technical field of bridge foundation grouting, in particular to a geological high-pressure grouting device for deep water karst fracture development and a construction method.
Background
At present, with the increasing development of bridges crossing rivers, a new bridge is built around the existing bridge to become a common bridge in cities, and in the face of complicated geological conditions, the difficulty of bridge construction is increased due to poor geology before bridge construction, such as poor geology such as multiple karst caves and fracture broken zones, and the occurrence rate of the situation is more frequent in the area with the Kaster feature.
Therefore, a device and a construction method for reducing the vibration influence on the old bridge foundation during construction are needed to be designed, so that the condition that the new bridge damages the old bridge foundation in the construction process of the pile foundation is prevented, the stability of the old bridge foundation is ensured, a plurality of adverse factors such as settlement displacement, creep and collapse of the bridge caused by the vibration or crack change of the foundation of the old bridge are avoided, and the safety of the old bridge is well ensured.
Disclosure of Invention
The invention mainly provides a geological high-pressure grouting device for deep water karst fracture development and a construction method, and aims to solve the technical problems in the background technology.
The technical scheme adopted by the invention for solving the technical problems is as follows:
a geological high-pressure grouting device for deep water karst fracture development comprises a sleeve, a grout feeding pipe, a steel flower pipe and a thread sleeve, wherein external thread sections are symmetrically arranged at two ends of the sleeve;
a casing material protective layer is arranged inside the casing, casing materials are filled inside the casing material protective layer, and a casing material top plug and a casing material bottom plug are respectively arranged at the top and the bottom of the casing material protective layer;
one end of the pulp feeding pipe is provided with a first necking section;
a plurality of grouting holes are formed in the pipe wall of the steel perforated pipe one by one, a second necking section is arranged at one end of the steel perforated pipe, and a conical closed section is arranged at one end, far away from the second necking section, of the steel perforated pipe;
and inner thread sections are symmetrically arranged on the inner walls of the two ends of the thread sleeve.
Preferably, each of said external thread segments is connected to each of said internal thread segments by a threaded engagement.
Preferably, the first necking section is matched with the second necking section and is connected with the second necking section through a welding mode.
Preferably, the conical closed section is formed by cutting grooves equally in the pipe body of the steel perforated pipe and then welding the grooves in a necking mode.
Preferably, the diameter of each grouting hole is 30mm, and the vertical distance between the grouting holes is 15 cm.
Preferably, the sleeve is made of Q345 material, the pipe diameter specification is phi 150mm and phi 90mm, and the wall thickness of the pipe body of the sleeve of the two pipe diameter specifications is 4-6 mm.
Preferably, the slurry conveying pipe is made of Q345 material, the pipe diameter specification is phi 50mm, and the wall thickness of the pipe body is 4-6 mm.
Preferably, the steel perforated pipe is made of Q345 material, the pipe diameter specification is phi 75mm, and the pipe wall thickness is 4-6 mm.
Preferably, the casing material is formed by mixing expansive soil and cement, and the diameter of the casing material protective layer is smaller than about 5mm of the diameter of the sleeve with the pipe diameter specification of phi 150 mm.
Preferably, the deep water karst fracture development geological high-pressure grouting construction method comprises the following steps:
s1, preparing materials, preparing grouting raw materials and grouting equipment required by grouting, and placing the grouting raw materials and the grouting equipment on a floating platform;
s2, positioning, namely performing point location lofting according to a hole distribution diagram of a design drawing, moving the floating platform to a design hole position for fixing, and accurately lofting again after fixing;
s3, drilling, namely moving a drilling machine to an orifice, lowering a casing to the surface of a river bed, starting the drilling machine, lowering a drill rod to drill, after drilling is finished, performing high-pressure hole washing by adopting a mechanical hole washing function, cleaning drilling slag in the hole, and finally taking out the drill rod;
s4, placing the pipe, namely lowering the installed steel perforated pipe, the slurry conveying pipe and the shell material to the bottom of the hole in sections by utilizing the lifting function of the drilling machine, and lowering the steel perforated pipe to a position 1m higher than the grouting section according to requirements;
s5, grouting, namely firstly carrying out pressure test, carrying out normal grouting after the pressure test is confirmed to be correct, taking the grouting ending standard as the standard according to the originally set grouting pressure, pulling out the grouting pipe and the outer sleeve pipe after grouting is ended to finish grouting construction of the hole, and then moving the drilling machine to implement the next hole according to the steps until grouting is completely finished.
Compared with the prior art, the invention has the beneficial effects that:
1. the construction device and the construction method can better reinforce geology such as rock stratum development in deep water rivers, and particularly fragile geology such as karst caves, karst fracture broken zones and the like;
2. the construction device and the construction method have wide application, for example, grouting is continuously performed between a new bridge and an old bridge to form a grouting isolation wall, so that the old bridge is effectively protected or the building foundation is reinforced;
3. the construction device and the construction method have the advantages of convenient construction, no heavy members, small construction occupied area, convenient operation, safety and high efficiency;
4. the construction device and the construction method can be used for performing transverse grouting reinforcement on the fracture zone in a targeted manner, so that the waste of construction cost is avoided.
The present invention will be explained in detail below with reference to the drawings and specific embodiments.
Drawings
FIG. 1 is a schematic view of the construction of the bushing of the present invention;
FIG. 2 is a sectional view showing the inner structure of the casing according to the present invention;
FIG. 3 is a schematic view of the thread bushing structure of the present invention;
FIG. 4 is a schematic view of the structure of the slurry feeding pipe of the present invention;
FIG. 5 is a schematic view of a steel flower structure of the present invention;
FIG. 6 is a flow chart of the construction method of the present invention.
Description of the drawings: 1. a sleeve; 1a, an external thread section; 2. a slurry feeding pipe; 2a, a first necking section; 3. a steel floral tube; 3a, grouting holes; 3b, a second necking section; 3c, a conical closed section; 4. a threaded sleeve; 4a, an internal thread section; 5. a shell material protection layer; 5a, sheathing materials; 5b, covering a shell material top plug; and 5c, covering a shell material bottom plug.
Detailed Description
In order to facilitate an understanding of the invention, the invention will now be described more fully hereinafter with reference to the accompanying drawings, in which several embodiments of the invention are shown, but which may be embodied in different forms and not limited to the embodiments described herein, but which are provided so as to provide a more thorough and complete disclosure of the invention.
It will be understood that when an element is referred to as being "secured to" another element, it can be directly on the other element or intervening elements may be present, and when an element is referred to as being "connected" to another element, it can be directly connected to the other element or intervening elements may also be present, as the terms "vertical", "horizontal", "left", "right" and the like are used herein for descriptive purposes only.
Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention belongs, and the knowledge of the terms used herein in the specification of the present invention is for the purpose of describing particular embodiments and is not intended to limit the present invention, and the term "and/or" as used herein includes any and all combinations of one or more of the associated listed items.
In a first embodiment, please refer to fig. 1-5 with more emphasis, a geological high-pressure grouting device for deep water karst fracture development comprises a sleeve 1, a grout feeding pipe 2, a steel flower pipe 3 and a thread sleeve 4, wherein the sleeve 1 is made of Q345, the pipe diameters are phi 150mm and phi 90mm, the wall thicknesses of pipe bodies of the sleeve 1 with the two pipe diameters are 4-6 mm, and external thread sections 1a are symmetrically arranged at two ends of the sleeve 1; a casing material protection layer 5 is arranged inside the casing pipe 1, the diameter of the casing material protection layer 5 is smaller than the diameter of the casing pipe 1 with the pipe diameter specification of phi 150mm by about 5mm, and a casing material top plug 5b and a casing material bottom plug 5c are respectively arranged at the top and the bottom of the casing material protection layer 5; the shell material 5a is filled in the shell material protective layer 5, and the shell material 5a is formed by mixing expansive soil and cement; the slurry feeding pipe 2 is made of Q345 material, the pipe diameter specification is phi 50mm, the pipe body wall thickness is 4-6 mm, and one end of the slurry feeding pipe 2 is provided with a first necking section 2 a; the steel perforated pipe 3 is made of Q345 material, the pipe diameter specification is phi 75mm, the wall thickness of the pipe body is 4-6 mm, a plurality of grouting holes 3a are formed in the pipe wall of the steel perforated pipe 3 one by one, the pore diameter of the grouting holes 3a is 30mm, the vertical distance between the grouting holes 3a is 15cm, a second necking section 3b is arranged at one end of the steel perforated pipe 3, a conical closed section 3c is arranged at one end, far away from the second necking section 3b, of the steel perforated pipe 3, and the conical closed section 3c is formed by cutting grooves of the pipe body of the steel perforated pipe 3 in an equal division mode and then welding in a necking mode; the first reducing section 2a is matched with the second reducing section 3b and is connected with the second reducing section in a welding mode; inner thread sections 4a are symmetrically arranged on the inner walls of the two ends of the thread sleeve 4; each of the external thread segments 1a is connected to each of the internal thread segments 4a by thread engagement. In the embodiment, a sleeve 1 with the pipe diameter specification of phi 150mm is connected with an internal thread section 4a of a matched thread sleeve 4 in a threaded engagement mode through an external thread section 1a at two ends and is placed at a lofting position, the sleeve 1 with the pipe diameter specification of phi 90mm can be infinitely lengthened to an orifice of a riverbed surface according to the drilling depth, the sleeve 1 with the pipe diameter specification of phi 90mm can be continuously connected to extend to about 1m of the depth in a broken bedrock, a plurality of sleeves 1 with the pipe diameter specification of phi 150mm which are connected one by one are used for hole leading and wall protecting, a drill rod is prevented from deviating from the drilling position in the drilling process, then after the drilling is completed, the feeding end of a slurry feeding pipe 2 with the pipe diameter specification of phi 50mm is connected with a hose on a grouting supercharging device, a first reducing section 2a at the other end is fixedly connected with a second reducing section 3b on a steel flower pipe 3 with the pipe diameter specification of phi 75mm in a welding mode, and a plurality of conical sections 3c on the steel flower pipe 3 with the pipe diameter specification of phi 75mm The top end of the interior of a sleeve 1 with the specification of phi 150mm is lowered and extends into a rock layer or a karst cave which needs grouting, a casing material protective layer 5 filled with casing material 5a is placed in the sleeve 1 with the diameter specification of phi 150mm at the lowest end, a casing material top plug 5b and a casing material bottom plug 5c are arranged at the upper end and the lower end of the casing material protective layer 5, the inner wall of the casing material protective layer 5 is contacted with the outer wall of a steel flower pipe 3 with the diameter specification of phi 75mm, during grouting, slurry extrudes the casing material protective layer 5 and the casing material 5a at a plurality of grouting holes 3a with the aperture of 30mm on the steel flower pipe 3 with the diameter specification of phi 75mm, the casing material protective layer 5 and the casing material 5a at the upper part and the lower part of each grouting hole 3a still have certain strength, the vertical flow of the slurry can be prevented, and the slurry only transversely flows in a certain range, the length of the coating of the shell material protective layer 5 and the shell material 5a is based on the height from the rock surface elevation to the grouting position.
In the second embodiment, please refer to fig. 6, and by combining the grouting device type and installation manner expressed in the first embodiment, a high-pressure grouting construction method for deep karst fracture development geology is provided, which includes the following five steps:
step one, preparing materials: preparing grouting raw materials and grouting equipment required by grouting, and placing the grouting raw materials and the grouting equipment on the floating platform, wherein the grouting equipment comprises the grouting device type expressed in the first embodiment and other grouting tools;
step two, positioning: performing point location lofting according to a hole distribution diagram of a design drawing, moving the floating platform to a design hole location for fixing, and accurately lofting again after fixing;
step three, drilling: moving a drilling machine to an orifice, lowering a casing pipe 1 with the pipe diameter of phi 150mm to the surface of a river bed, starting the drilling machine, lowering a drill rod to drill a hole, after the hole is drilled, performing high-pressure hole washing by adopting a mechanical hole washing function, cleaning drilling slag in the hole, and finally taking out the drill rod;
step four, releasing the tube: the installed steel perforated pipe 3 with the pipe diameter specification of phi 75mm, the installed slurry conveying pipe 2 with the pipe diameter specification of phi 50mm and the installed casing material protection layer 5 filled with the casing material 5a are placed to the bottom of a hole in sections by utilizing the lifting function of a drilling machine, the steel perforated pipe 3 with the pipe diameter specification of phi 75mm is placed to a position 1m higher than a grouting section according to requirements, and if needed, the bottom of the casing pipe 1 with the pipe diameter specification of phi 150mm can be jointed with the casing pipe 1 with the pipe diameter specification of phi 90mm to extend to about 1m depth in the broken bedrock;
step five, grouting: firstly, carrying out pressure test, carrying out normal grouting after no error is confirmed, taking the grouting ending standard as the standard according to the originally set grouting pressure, pulling out the slurry conveying pipe 2 with the pipe diameter specification of phi 50mm and the sleeve 1 with the pipe diameter specification of phi 150mm at the outer layer after grouting is ended, completing grouting construction of the hole, and then moving a drilling machine to implement the next hole according to the steps until grouting is completely finished.
The specific process of the invention is as follows:
firstly, preparing grouting raw materials and grouting equipment required by grouting, placing the grouting raw materials and the grouting equipment on a floating platform, then performing point location lofting according to a hole distribution diagram of a design drawing, moving the floating platform to a design hole location for fixing, accurately lofting again after fixing, after confirming no mistake, performing thread meshing connection on a casing 1 with the pipe diameter of phi 150mm by using external thread sections 1a at two ends and an internal thread section 4a of a matched thread sleeve 4, lowering the casing 1 at the lofting position, infinitely extending the casing 1 to an orifice of a river bed surface according to the drilling depth, continuously extending the casing 1 with the pipe diameter of phi 90mm to about 1m depth in broken bedrock, moving a drilling machine to lower the top end of the casing 1 with the pipe diameter of phi 150mm to the orifice, then starting the drilling machine, and performing high-pressure hole washing by adopting a mechanical hole washing function after the drilling is completed, cleaning drilling slag in a hole, finally taking out a drill rod, sequentially lowering an installed steel perforated pipe 3 with the pipe diameter specification of phi 75mm, a slurry conveying pipe 2 with the pipe diameter specification of phi 50mm and a casing material protective layer 5 filled with casing materials 5a to a position higher than a grouting section by sections by utilizing the lifting function of a drilling machine, starting grouting equipment to perform pressure test after installation is completed, performing normal grouting after no fault is confirmed, pulling out the slurry conveying pipe 2 with the pipe diameter specification of phi 50mm and an outer casing pipe 1 with the pipe diameter specification of phi 150mm after grouting is completed, completing grouting construction of the hole, and then moving the drilling machine to implement the next hole according to the steps until grouting is completed completely.
The invention has been described above with reference to the accompanying drawings, it is obvious that the invention is not limited to the specific implementation in the above-described manner, and it is within the scope of the invention to adopt such insubstantial modifications of the inventive concept and solution, or to apply the inventive concept and solution directly to other applications without such modifications.
Claims (10)
1. A geological high-pressure grouting device for deep water karst fracture development comprises a sleeve (1), a grout feeding pipe (2), a steel flower pipe (3) and a thread sleeve (4), and is characterized in that external thread sections (1 a) are symmetrically arranged at two ends of the sleeve (1);
a casing material protective layer (5) is arranged inside the casing (1), casing materials (5 a) are filled inside the casing material protective layer (5), and a casing material top plug (5 b) and a casing material bottom plug (5 c) are respectively arranged at the top and the bottom of the casing material protective layer (5);
one end of the pulp feeding pipe (2) is provided with a first necking section (2 a);
a plurality of grouting holes (3 a) are formed in the pipe wall of the steel perforated pipe (3) one by one, a second necking section (3 b) is arranged at one end of the steel perforated pipe (3), and a conical closed section (3 c) is arranged at one end, far away from the second necking section (3 b), of the steel perforated pipe (3);
inner thread sections (4 a) are symmetrically arranged on the inner walls of the two ends of the thread sleeve (4).
2. The geological high-pressure grouting device for deep karst fracture development according to claim 1, characterized in that each external thread section (1 a) is connected with each internal thread section (4 a) through thread engagement.
3. The geological high-pressure grouting device for deep karst fracture development according to claim 1, characterized in that the first necking section (2 a) and the second necking section (3 b) are identical and connected by welding.
4. The high-pressure grouting device for geology with deep karst fissure development according to claim 1, characterized in that the conical closed section (3 c) is formed by cutting the pipe body of the steel perforated pipe (3) into slots in equal parts and then welding the slots by necking.
5. The geological high-pressure grouting device for deep karst fracture development according to claim 1, characterized in that the diameter of the plurality of grouting holes (3 a) is 30mm, and the vertical distance between the plurality of grouting holes (3 a) is 15 cm.
6. The geological high-pressure grouting device for the deep water karst fracture development according to claim 1, characterized in that the casing (1) is made of Q345 material, the pipe diameter specifications are phi 150mm and phi 90mm, and the wall thickness of the pipe body of the casing (1) with the two pipe diameter specifications is 4-6 mm.
7. The geological high-pressure grouting device for deep water karst fracture development according to claim 1, characterized in that the grout conveying pipe (2) is made of Q345 material, the pipe diameter specification is phi 50mm, and the wall thickness of the pipe body is 4-6 mm.
8. The geological high-pressure grouting device for deep water karst fracture development according to claim 1, characterized in that the steel perforated pipe (3) is made of Q345 material, the pipe diameter specification is phi 75mm, and the pipe wall thickness is 4-6 mm.
9. The geological high-pressure grouting device for deep water karst fracture development according to claim 1, characterized in that the casing material (5 a) is composed of expansive soil and cement admixture, and the diameter of the casing material protection layer (5) is less than about 5mm of the casing (1) with the pipe diameter specification of phi 150 mm.
10. A high-pressure grouting construction method for deep water karst fracture development geology is characterized by comprising the following steps:
s1, preparing materials, preparing grouting raw materials and grouting equipment required by grouting, and placing the grouting raw materials and the grouting equipment on a floating platform;
s2, positioning, namely performing point location lofting according to a hole distribution diagram of a design drawing, moving the floating platform to a design hole position for fixing, and accurately lofting again after fixing;
s3, drilling, namely moving a drilling machine to an orifice, lowering a casing to the surface of a river bed, starting the drilling machine, lowering a drill rod to drill, after drilling is finished, performing high-pressure hole washing by adopting a mechanical hole washing function, cleaning drilling slag in the hole, and finally taking out the drill rod;
s4, placing the pipe, namely lowering the installed steel perforated pipe, the slurry conveying pipe and the shell material to the bottom of the hole in sections by utilizing the lifting function of the drilling machine, and lowering the steel perforated pipe to a position 1m higher than the grouting section according to requirements;
s5, grouting, namely firstly carrying out pressure test, carrying out normal grouting after the pressure test is confirmed to be correct, taking the grouting ending standard as the standard according to the originally set grouting pressure, pulling out the grouting pipe and the outer sleeve pipe after grouting is ended to finish grouting construction of the hole, and then moving the drilling machine to implement the next hole according to the steps until grouting is completely finished.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911276769.5A CN111005361A (en) | 2019-12-12 | 2019-12-12 | High-pressure grouting device for deep water karst fracture development geology and construction method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911276769.5A CN111005361A (en) | 2019-12-12 | 2019-12-12 | High-pressure grouting device for deep water karst fracture development geology and construction method |
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| CN111005361A true CN111005361A (en) | 2020-04-14 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201911276769.5A Pending CN111005361A (en) | 2019-12-12 | 2019-12-12 | High-pressure grouting device for deep water karst fracture development geology and construction method |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113431045A (en) * | 2021-06-11 | 2021-09-24 | 山东鲁泰基础工程有限公司 | Construction method for rotary drilling pore-forming karst leaking stoppage |
| CN113818440A (en) * | 2021-10-13 | 2021-12-21 | 上海建工七建集团有限公司 | Pile pulling device for reducing soil disturbance and using method |
-
2019
- 2019-12-12 CN CN201911276769.5A patent/CN111005361A/en active Pending
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113431045A (en) * | 2021-06-11 | 2021-09-24 | 山东鲁泰基础工程有限公司 | Construction method for rotary drilling pore-forming karst leaking stoppage |
| CN113818440A (en) * | 2021-10-13 | 2021-12-21 | 上海建工七建集团有限公司 | Pile pulling device for reducing soil disturbance and using method |
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