CN216551900U - Drilling and grouting integrated foundation reinforcement structure for deep soft rock-soil body - Google Patents
Drilling and grouting integrated foundation reinforcement structure for deep soft rock-soil body Download PDFInfo
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- CN216551900U CN216551900U CN202220013840.1U CN202220013840U CN216551900U CN 216551900 U CN216551900 U CN 216551900U CN 202220013840 U CN202220013840 U CN 202220013840U CN 216551900 U CN216551900 U CN 216551900U
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Abstract
The utility model belongs to the technical field of grouting reinforcement, discloses a drilling and grouting integrated foundation reinforcement structure for deep soft rock-soil bodies, and solves the problems that the construction period is long, the cost is high and the implantation is difficult due to the adoption of a cast-in-place column and a high-pressure jet grouting pile for the deep soft rock-soil bodies. The grouting flower tube comprises a grouting flower tube, wherein a plurality of grouting holes are formed in the grouting flower tube, the upper section of the grouting flower tube is coaxially connected with a protection barrel, the protection barrel is positioned on the periphery of the grouting flower tube, the upper end of the grouting flower tube is connected with the protection barrel through an end cover, spiral thread grooves are formed in the inner wall and the outer wall of the protection barrel, spiral blades are arranged on the periphery of the grouting flower tube extending out of the protection barrel, and a protection sheet for protecting the grouting holes is arranged on the grouting holes of the grouting flower tube extending out of the protection barrel. The utility model has the characteristic of convenient construction, greatly reduces the construction cost, and is particularly suitable for reinforcing the foundation with deeper soft rock-soil body.
Description
Technical Field
The utility model belongs to the technical field of grouting reinforcement, and particularly relates to a drilling and grouting integrated foundation reinforcement structure for deep soft rock-soil bodies.
Background
With the advancement of national urbanization, highway engineering, municipal public works, industrial and civil building engineering and the like inevitably encounter soft rock-soil bodies. In order to improve the use efficiency of the land, how to use the soft rock-soil mass efficiently becomes more important. Grouting reinforcement technology is widely applied to the field of construction of building engineering as a mature engineering technical means, the basic principle of grouting is that slurry is pressed into cracks or holes of a stratum or a structure by applying certain pressure to the slurry, a biochemical reaction is generated to improve the overall stability and compactness of the stratum or the structure, and a grouting floral tube is generally adopted in the existing grouting process; the grouting technology is widely applied to the aspect of improving shallow soft rock-soil bodies, and deep soft rock-soil bodies are generally reinforced by adopting a cast-in-place pile, a high-pressure jet grouting pile and a prestressed pipe pile.
The construction process of the cast-in-place pile generally comprises the following steps: the method comprises the steps of measuring and paying off, drilling and forming a hole, placing a reinforcement cage and pouring, wherein the cast-in-place pile is used for foundation reinforcement of deep soft rock-soil bodies, and has the problem of long construction period, and the bonding capacity of the cast-in-place pile and the soil body is poor due to poor density of the soft soil layer.
The construction process of the high-pressure jet grouting pile generally comprises the following steps: the method comprises the steps of measuring paying-off, drilling a hole by a rotary spraying machine, placing a grouting pipe and high-pressure rotary spraying, wherein the high-pressure rotary spraying pile needs to lift a drill rod while performing rotary spraying during high-pressure rotary spraying, so that the construction period is long, and the pressure resistance of the high-pressure rotary spraying pile is poor due to the fact that no reinforcement cage exists in the high-pressure rotary spraying pile.
The prestressed pipe pile is generally constructed by adopting a hammering method or a static pressure method, but the problems of pipe pile damage and difficult implantation easily occur in soil layers with high contents of boulders and rock blocks in rock and soil bodies.
SUMMERY OF THE UTILITY MODEL
The utility model provides a drilling and grouting integrated foundation reinforcement structure for deep soft rock-soil bodies, which aims to solve the problems of construction period and high cost caused by adopting a pouring column and a high-pressure jet grouting pile for deep soft rock-soil bodies and difficulty in implantation caused by adopting a prestressed pipe pile.
In order to solve the technical problem, the technical scheme adopted by the utility model is as follows:
the utility model provides a bore integrative ground reinforced structure of notes for deep soft ground body, includes the slip casting floral tube, a plurality of injected holes have been seted up on the slip casting floral tube, its characterized in that, the upper segment coaxial coupling of slip casting floral tube has a protection section of thick bamboo, a protection section of thick bamboo is located the periphery of slip casting floral tube, through end cover interconnect between the upper end of slip casting floral tube and the protection section of thick bamboo, the inner wall and the outer wall of a protection section of thick bamboo all are provided with and are spiral helicine thread groove, and the periphery that extends the slip casting floral tube of a protection section of thick bamboo is provided with helical blade, installs the screening glass that is used for protecting the injected hole on the injected hole of the slip casting floral tube of a protection section of thick bamboo.
In some embodiments, the protection sheet includes an upper protection sheet and a lower protection sheet, the upper protection sheet and the lower protection sheet are respectively located at an upper side and a lower side of the grouting hole, and the upper protection sheet and the lower protection sheet are connected to each other to form a tip, the tip is oriented in the same direction as the spiral direction of the spiral blade, and the width of the upper protection sheet and the lower protection sheet extending out of the grouting floral tube gradually increases along the tip to the position of the grouting hole.
In some embodiments, the spiral direction of the thread groove on the outer wall of the protective cylinder is the same as the spiral direction of the spiral blade, and the spiral direction of the thread groove on the inner wall of the protective cylinder is opposite to the spiral direction of the spiral blade.
In some embodiments, the lower end face of the protective cartridge has a pointed end.
In some embodiments, the slip pipe extending beyond the end cap has a connection thereon for interconnection with a rotary excavating machine or a long auger machine.
Compared with the prior art, the utility model has the following beneficial effects:
when the grouting floral tube rotates to a set elevation, the protective barrel at the upper end of the grouting floral tube also extends into the soft rock mass and plugs the upper end of the grouting floral tube, and then concrete is injected from the interior of the grouting floral tube for pouring, so that grouting reinforcement of the deep soft rock mass is completed. Compared with the mode that the deep soft rock-soil body is reinforced by adopting the cast-in-place pile and the high-pressure jet grouting pile in the prior art, the method disclosed by the utility model has the advantages that the grouting perforated pipe is used for drilling and pouring, the drilling operation and the grouting operation are integrated, and the problem of hole collapse is solved, so that the construction period and the construction cost of grouting reinforcement are greatly reduced; compared with the mode that the concrete pipe pile is adopted to reinforce the deep soft rock-soil body in the prior art, the spiral reinforcing device disclosed by the utility model drills in a spiral mode, and when boulders exist in the rock-soil body, the rock-soil body can be held into the rock-soil body in a spiral screwing mode, so that the problem that the concrete pipe pile is damaged by hammering or static pressure when encountering the boulders is avoided, and the spiral reinforcing device has the characteristics of convenience and quickness in construction.
In the use process of the grouting perforated pipe, the grouting perforated pipe and the rock-soil body can form a whole through the thread grooves on the inner wall and the outer wall of the protective cylinder, namely the protective cylinder and the end cover are directly used for plugging, so that cement slurry can be directly injected into the grouting perforated pipe when grouting reinforcement is carried out.
The grouting perforated pipe in the prior art can be directly utilized and processed, so that the grouting perforated pipe can be used for grouting reinforcement of deep soft rock-soil bodies.
Drawings
FIG. 1 is a schematic structural diagram of an embodiment of the present invention;
FIG. 2 is a schematic view of the present invention as drilling begins;
FIG. 3 is a schematic structural view of the present invention at the completion of drilling with a protective sleeve extending into soft rock-soil mass;
FIG. 4 is a schematic structural diagram of the grouting pipe of the present invention at the beginning of grouting, wherein arrows in the schematic structural diagram express the schematic diagram of the cement slurry ejected from the grouting holes;
the labels in the figure are: 1. grouting pipe, 2, grouting hole, 3, spiral blade, 4, protective cylinder, 5, thread groove, 6, end cover, 7, protective sheet, 71, upper protective sheet, 72 and lower protective sheet.
Detailed Description
The present invention will be further described with reference to the following examples, which are intended to illustrate only some, but not all, of the embodiments of the present invention. Based on the embodiments of the present invention, other embodiments used by those skilled in the art without any creative effort belong to the protection scope of the present invention.
In the description of the present invention, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc., indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience of description and simplicity of description, but 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 terms "first," "second," and "third" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance; furthermore, unless expressly stated or limited otherwise, the terms "mounted," "connected," and "connected" are to be construed broadly, as they may be fixedly connected, detachably connected, or integrally connected, for example; may be a mechanical connection; may be directly connected or indirectly connected through an intermediate. To those of ordinary skill in the art, the specific meanings of the above terms in the present invention can be understood in conjunction with specific situations.
With the attached drawings, the drilling and grouting integrated foundation reinforcement structure for the deep soft rock-soil body comprises a grouting perforated pipe 1, a plurality of grouting holes 2 are arranged on the grouting floral tube 1, the upper section of the grouting floral tube 1 is coaxially connected with a protective barrel 4, the protection cylinder 4 is positioned at the periphery of the grouting perforated pipe 1, the upper end of the grouting perforated pipe 1 is connected with the protection cylinder 4 through an end cover 6, wherein, the end cover 6 and the protective cylinder 4 can be integrated into a whole, and the end cover, the protective cylinder and the grouting floral tube can also be connected by welding to form a whole, the inner wall and the outer wall of the protection cylinder 4 are both provided with spiral thread grooves 5, the periphery of the grouting floral tube 1 extending out of the protection cylinder 4 is provided with spiral blades 3, and a protection sheet 7 used for protecting the grouting hole is installed on the grouting hole 2 of the grouting floral tube 1 extending out of the protection cylinder 4.
Wherein, the helical blade is directly welded at the periphery of the grouting perforated pipe 1, and the grouting perforated pipe 1 is driven to rotate by a rotary excavating machine or a long screw rod drilling machine, so that the drilling is carried out by the helical blade 3. Because the hardness and compactness of the soft rock-soil body are not high, the drilling can be carried out by directly utilizing the spiral blade on the periphery of the grouting perforated pipe.
When the grouting floral tube rotates to a set elevation, the protective barrel at the upper end of the grouting floral tube also extends into the soft rock mass and plugs the upper end of the grouting floral tube, and then concrete is injected from the interior of the grouting floral tube for pouring, so that grouting reinforcement of the deep soft rock mass is completed. Compared with the mode that the deep soft rock-soil body is reinforced by adopting the cast-in-place pile and the high-pressure jet grouting pile in the prior art, the method disclosed by the utility model has the advantages that the grouting perforated pipe is used for drilling and pouring, the drilling operation and the grouting operation are integrated, and the problem of hole collapse is solved, so that the construction period and the construction cost of grouting reinforcement are greatly reduced; compared with the mode that the concrete pipe pile is adopted to reinforce the deep soft rock-soil body in the prior art, the spiral reinforcing device disclosed by the utility model drills in a spiral mode, and when boulders exist in the rock-soil body, the rock-soil body can be held into the rock-soil body in a spiral screwing mode, so that the problem that the concrete pipe pile is damaged by hammering or static pressure when encountering the boulders is avoided, and the spiral reinforcing device has the characteristics of convenience and quickness in construction.
In the use process of the grouting perforated pipe, the grouting perforated pipe and the rock-soil body can form a whole through the thread grooves on the inner wall and the outer wall of the protective cylinder, namely the protective cylinder and the end cover are directly used for plugging, so that cement slurry can be directly injected into the grouting perforated pipe when grouting reinforcement is carried out.
The grouting perforated pipe in the prior art can be directly utilized and processed, so that the grouting perforated pipe can be used for grouting reinforcement of deep soft rock-soil bodies.
In some embodiments, the protection sheet 7 includes an upper protection sheet 71 and a lower protection sheet 72, the upper protection sheet 71 and the lower protection sheet 72 are respectively located at the upper side and the lower side of the injection hole 2, and the upper protection sheet 71 and the lower protection sheet 72 are connected to each other to form a tip end, the tip end is oriented in the same direction as the spiral direction of the spiral blade 3, and the width of the upper protection sheet 71 and the lower protection sheet 72 extending out of the injection floral tube 1 gradually increases along the tip end to the position of the injection hole. Thereby protect grouting hole 2 through screening glass 7, prevent that slip casting floral tube 1 from appearing being blockked up by the ground body when creeping into, guarantee follow-up slip casting's normal clear. Meanwhile, the protective plate is directly welded around the grouting hole 2, so that the grouting hole 2 can be protected, and the method has the characteristics of simple operation and low manufacturing cost. After grouting is completed, the protective plates and the solidified cement paste are connected to form a whole, so that the bonding tightness of the protective plates and the rock-soil body can be improved, and the foundation stabilization effect is improved.
In some embodiments, the spiral direction of the thread groove 5 on the outer wall of the protection cylinder 4 is the same as the spiral direction of the spiral blade 3, and the spiral direction of the thread groove 5 on the inner wall of the protection cylinder 4 is opposite to the spiral direction of the spiral blade 3. Thereby make protection section of thick bamboo 4 utilize the thread groove 5 that inner wall and outer wall were supported can be inseparable hold into the ground body, thereby form automatically and seal and shutoff in the upper end of slip casting floral tube 1, consequently, when carrying out the slip casting reinforcement, directly with grout from the slip casting floral tube in direct injection can, compare in prior art, the process of shutoff is carried out to the top to the reduction, the grout has also been avoided simultaneously to emerge from the top and lead to the more problem of slip casting floral tube internal pressure loss, the density of weak ground body has been improved, reach the purpose of slip casting reinforcement.
In some embodiments, the lower end surface of the protective sleeve 4 has a pointed end to improve the holding effect of the protective sleeve 4 into the rock-soil mass.
In some embodiments, the slip casting nozzle 1 extending beyond the end cap 6 has a connection for interconnection with a rotary excavating machine or a long auger machine. The connecting parts can be connected in a threaded connection mode or in a clamping mode; for example, the top of the slip casting perforated pipe 1 is arranged to be square, and the slip casting perforated pipe is directly sleeved on the rotating part of the rotary drilling machine or the long spiral drilling machine, which can be understood and appreciated by those skilled in the art, and will not be described herein again.
Preferably, the connecting part at the top end of the grouting perforated pipe is designed to be square, regular pentagon or regular hexagon and is directly sleeved on the rotating part of the rotary excavating machine or the long spiral drilling machine, and the grouting perforated pipe has the characteristic of convenience in installation and disassembly.
Preferably, connecting portion still carry out the thickening and handle, prevent that connecting portion from appearing the problem of deformation or deformation to transmit the moment of torsion to whole slip casting floral tube.
Claims (5)
1. The utility model provides a bore integrative ground reinforced structure of notes for deep soft ground body, includes the slip casting floral tube, a plurality of injected holes have been seted up on the slip casting floral tube, its characterized in that, the upper segment coaxial coupling of slip casting floral tube has a protection section of thick bamboo, a protection section of thick bamboo is located the periphery of slip casting floral tube, through end cover interconnect between the upper end of slip casting floral tube and the protection section of thick bamboo, the inner wall and the outer wall of a protection section of thick bamboo all are provided with and are spiral helicine thread groove, and the periphery that extends the slip casting floral tube of a protection section of thick bamboo is provided with helical blade, installs the screening glass that is used for protecting the injected hole on the injected hole of the slip casting floral tube of a protection section of thick bamboo.
2. The drilling and grouting integrated foundation reinforcement structure for deep soft rock-soil bodies according to claim 1, wherein the protection sheets include upper and lower protection sheets which are respectively located at upper and lower sides of the grouting hole and are connected to each other to form a tip end oriented in the same direction as the spiral direction of the spiral blade, and the width of the upper and lower protection sheets extending out of the grouting floral tube gradually increases along the tip end to the position of the grouting hole.
3. The drilling and grouting integrated foundation stabilization structure for deep soft rock-soil bodies according to claim 1, wherein a spiral direction of the thread groove on the outer wall of the protective cylinder is the same as a spiral direction of the spiral blade, and a spiral direction of the thread groove on the inner wall of the protective cylinder is opposite to the spiral direction of the spiral blade.
4. The drilling and grouting integrated foundation stabilization structure for deep soft rock-soil bodies according to claim 3, wherein the lower end surface of the protection cylinder has a pointed end.
5. The drilling and grouting integrated foundation reinforcement structure for deep soft rock-soil bodies according to any one of claims 1 to 4, wherein the grouting floral tube extending out of the end cap has a connection part thereon for interconnecting with a rotary excavating machine or a long auger machine.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202220013840.1U CN216551900U (en) | 2022-01-06 | 2022-01-06 | Drilling and grouting integrated foundation reinforcement structure for deep soft rock-soil body |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202220013840.1U CN216551900U (en) | 2022-01-06 | 2022-01-06 | Drilling and grouting integrated foundation reinforcement structure for deep soft rock-soil body |
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| CN216551900U true CN216551900U (en) | 2022-05-17 |
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| CN202220013840.1U Active CN216551900U (en) | 2022-01-06 | 2022-01-06 | Drilling and grouting integrated foundation reinforcement structure for deep soft rock-soil body |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114941453A (en) * | 2022-06-15 | 2022-08-26 | 中建一局华江建设有限公司 | Foundation reinforcement construction method based on ancient building repair |
| CN115217102A (en) * | 2022-08-09 | 2022-10-21 | 深圳市南华岩土工程有限公司 | High-pressure jet grouting pile waterproof curtain vertical auxiliary device and process method |
-
2022
- 2022-01-06 CN CN202220013840.1U patent/CN216551900U/en active Active
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114941453A (en) * | 2022-06-15 | 2022-08-26 | 中建一局华江建设有限公司 | Foundation reinforcement construction method based on ancient building repair |
| CN114941453B (en) * | 2022-06-15 | 2024-01-23 | 中建一局华江建设有限公司 | Foundation reinforcement construction method based on ancient building repair |
| CN115217102A (en) * | 2022-08-09 | 2022-10-21 | 深圳市南华岩土工程有限公司 | High-pressure jet grouting pile waterproof curtain vertical auxiliary device and process method |
| CN115217102B (en) * | 2022-08-09 | 2024-01-09 | 深圳市南华岩土工程有限公司 | Vertical auxiliary device and process method for high-pressure jet grouting pile waterproof curtain |
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