CN115233641B - Ejection device for soil pressure box in underground cast-in-situ structure and installation method thereof - Google Patents
Ejection device for soil pressure box in underground cast-in-situ structure and installation method thereof Download PDFInfo
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- CN115233641B CN115233641B CN202110438428.4A CN202110438428A CN115233641B CN 115233641 B CN115233641 B CN 115233641B CN 202110438428 A CN202110438428 A CN 202110438428A CN 115233641 B CN115233641 B CN 115233641B
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- 239000002689 soil Substances 0.000 title claims abstract description 112
- 238000000034 method Methods 0.000 title claims abstract description 60
- 238000011065 in-situ storage Methods 0.000 title claims abstract description 26
- 238000009434 installation Methods 0.000 title abstract description 12
- 230000008569 process Effects 0.000 claims abstract description 10
- 230000008602 contraction Effects 0.000 claims abstract description 5
- 230000002787 reinforcement Effects 0.000 claims description 9
- 238000005266 casting Methods 0.000 claims description 7
- 238000003466 welding Methods 0.000 claims description 7
- 230000009471 action Effects 0.000 claims description 6
- 239000011435 rock Substances 0.000 claims 3
- 239000000463 material Substances 0.000 abstract description 5
- 238000005553 drilling Methods 0.000 description 11
- 239000004744 fabric Substances 0.000 description 7
- 230000005483 Hooke's law Effects 0.000 description 4
- 239000004568 cement Substances 0.000 description 4
- 238000010276 construction Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 4
- 239000002002 slurry Substances 0.000 description 4
- 230000001276 controlling effect Effects 0.000 description 3
- 238000012986 modification Methods 0.000 description 3
- 230000004048 modification Effects 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 2
- 239000000945 filler Substances 0.000 description 2
- 230000006870 function Effects 0.000 description 2
- 238000011900 installation process Methods 0.000 description 2
- 238000005259 measurement Methods 0.000 description 2
- 239000002184 metal Substances 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 238000009530 blood pressure measurement Methods 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 230000010354 integration Effects 0.000 description 1
- 230000006386 memory function Effects 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 238000005381 potential energy Methods 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
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- Analytical Chemistry (AREA)
- Soil Sciences (AREA)
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- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention relates to an ejector device of a soil pressure box in an underground cast-in-situ structure and an installation method thereof, wherein the device comprises an outer sleeve, a base fixed at one end of the outer sleeve, an inner sleeve arranged in the outer sleeve, a spring arranged in the inner sleeve, and the soil pressure box fixedly connected with one end of the inner sleeve far away from the base; one end of the spring is fixed on the base, the other end of the spring is fixed on the inner sleeve, and the soil pressure box and the inner sleeve move relative to the outer sleeve through expansion and contraction of the spring. The invention can improve the accuracy and the authenticity of the measured data of the soil pressure box, improve the burying efficiency, reduce the consumption of manpower and material resources, simplify the operation process, make the operation simpler and faster, can finish the installation without being put into a well, indirectly operate the control valve through the ground control stay wire to realize the contact of the soil pressure box and the rock-soil body, and judge whether the installation program is finished or not through the data fed back by the cable.
Description
Technical Field
The invention relates to the technical field of geotechnical engineering soil pressure detection, in particular to an ejector device of a soil pressure box in an underground cast-in-situ structure and an installation method thereof.
Background
In recent years, with the development of the underground cast-in-situ structure engineering to be large and comprehensive, lateral soil pressure has a great influence on the underground building structure. For the disclosed soil pressure distribution condition, the lateral soil pressure measurement still takes the soil pressure box as the main part, but the soil pressure box is buried between an underground structure and a soil body, the operation space is narrow, and the phenomena of difficult fixation and positioning and the like exist in the installation process. At present, the burying of the lateral soil pressure box in the underground cast-in-situ structure mainly comprises a drilling method, a cloth hanging method, a pneumatic method, a welding method, a binding method and the like.
The most common current lateral soil pressure boxes are embedded by three methods: (1) The drilling method is to drill holes in the earth near the wall, then put the rated earth pressure box into the drilled holes, and then fill with fine sand. The method needs secondary drilling, construction cost is high, and the drilling can cause soil arch effect of surrounding soil mass, so that internal stress of the surrounding soil mass is redistributed, soil pressure acting on arch or on arch is transferred to arch feet and the surrounding soil mass, and test results are inaccurate. (2) The method for hanging cloth fixes the rated soil pressure box on the hanging cloth, and the soil pressure box is fixed on the outer wall of the wall body by means of concrete pressure at the upper and lower groove walls. The method has the defect that cement slurry in concrete can easily infiltrate between the soil pressure box and the rear soil of the wall in the process of pouring the concrete of the diaphragm wall, so that the soil pressure box is wrapped by cement slurry and scrapped. (3) According to the air pressure method, the rated soil pressure box is fixed on the air pressure piece and then is arranged on the steel frame, the soil pressure box is put into the groove before concrete pouring, air pressure is respectively applied to each instrument, and the soil pressure box is fixed on the outer wall of the wall body. The method is complex to operate, and the pneumatic part can provide limited pushing force.
In addition, the existing earth pressure box pre-buried in the underground cast-in-situ structure is also directly hooped on the outer side of the reinforcement cage or welded on the cross beam. The two methods can well fix the soil pressure box on the cast-in-situ structure, but can not ensure that the soil pressure box is contacted with a rock-soil body, even when the concrete and other fillers are extruded in the casting process, the concrete and other fillers have great deviation from the actual positioning, so that the accuracy and precision of a measurement result can not be ensured.
In summary, the conventional method for installing the soil pressure box in the underground cast-in-situ structure has the following problems and disadvantages: on one hand, the installation method is tedious, and time and labor are wasted; on the other hand, the damage of the measuring device and the lower accuracy of the instrument are easily caused in the pouring process. These problems can directly or indirectly affect the monitoring of earth pressure in an underground cast-in-place structure.
Analysis of the cause mainly affects three points: (1) The traditional installation mainly comprises a drilling method, a cloth hanging method, an air pressure method, a welding method, a binding method and the like. The drilling method needs to be carried out down to the drilling hole and installed in the middle of the drilling hole, so that more manpower resources are input, meanwhile, the precision of a measuring instrument cannot be guaranteed, and the measuring instrument has great deviation from an actual value. The cloth hanging method is to use a pre-prepared steel structure hanging piece and then arrange the soil pressure box at different positions on the hanging piece, and the method consumes more materials, has complex operation and cannot ensure enough jacking force. The pneumatic method also does not achieve enough thrust and is complex to operate. (2) The problem that the measuring device is damaged, the soil pressure box installed by the traditional method can be damaged to different degrees in the pouring process, and along with the pouring, the reinforcement cage is often driven to rotate along with the pouring due to the force transmission effect, and the position of the soil pressure box can be changed under the condition that enough pushing force cannot be ensured. Meanwhile, cement slurry in concrete can easily infiltrate between the soil pressure box and the rear soil of the wall, so that the soil pressure box is wrapped by cement slurry and scrapped. (3) The problem of instrument accuracy is that when the soil pressure box is installed by using a traditional method, the soil arch effect of surrounding soil body is caused by drilling by a drilling method, so that the internal stress of the surrounding soil body is redistributed, the soil pressure acting on the arch or on the arch is transferred to the arch springing and the surrounding soil body, and the test result is inaccurate. The cloth hanging method and the pneumatic method cannot ensure enough jacking force, and cannot ensure complete direct contact with a rock-soil body interface in the pouring process, and the binding method and the welding method also encounter the same phenomenon, and the situation leads to a larger difference between a value measured by an instrument and a true value.
Therefore, how to provide an ejector device of the soil pressure box in the underground cast-in-situ structure and an installation method thereof, so as to solve the technical problems of complicated steps, time and labor waste, low instrument accuracy and the like in the traditional installation method of the soil pressure box in the underground cast-in-situ structure, and the ejector device has important significance for application.
Disclosure of Invention
In view of this, the application provides a soil pressure box ejection device in an underground cast-in-place structure and an installation method thereof, so as to solve various problems existing in the traditional method of embedding the soil pressure box in the side direction of the underground cast-in-place structure, improve the accuracy and the authenticity of the measured data of the soil pressure box, improve the embedding efficiency and reduce the consumption of manpower and material resources.
In order to achieve the above purpose, the present application provides the following technical solutions.
An ejector device of a soil pressure box in an underground cast-in-situ structure comprises an outer sleeve, a base fixed at one end of the outer sleeve, an inner sleeve arranged in the outer sleeve, a spring arranged in the inner sleeve, and the soil pressure box fixedly connected with one end, far away from the base, of the inner sleeve;
one end of the spring is fixed on the base, the other end of the spring is fixed on the inner sleeve, and the soil pressure box and the inner sleeve move relative to the outer sleeve through expansion and contraction of the spring.
Preferably, the device further comprises a control valve, wherein a pull wire serving as a control switch is connected to the control valve, and the control valve is used for fixing the spring in the inner sleeve and controlling the extension and the retraction of the spring.
Preferably, the soil pressure box is connected with a cable line for connecting the measuring equipment, one end of the soil pressure box is provided with a positioning nut, the inner sleeve is provided with a positioning screw corresponding to the positioning nut, and the inner sleeve and the soil pressure box are fixedly connected through the positioning nut and the positioning screw.
Preferably, the inner sleeve is provided with a first limiting block at one end close to the base, the outer sleeve is provided with a limiting baffle at one end far away from the base, and the first limiting block is matched with the limiting baffle and used for preventing the inner sleeve from being separated from the outer sleeve.
Preferably, a middle sleeve is arranged between the inner sleeve and the outer sleeve, and the inner sleeve and the middle sleeve can move relative to the outer sleeve through the expansion and contraction of the springs.
Preferably, a fixed clamping block is arranged at one end, far away from the base, of the middle-layer sleeve, the fixed clamping block is matched with the first limiting block, and when the inner-layer sleeve moves to a limit position relative to the middle-layer sleeve, the middle-layer sleeve can be driven to move continuously;
the middle layer sleeve is provided with a second limiting block at one end close to the base, and the second limiting block is matched with the limiting baffle and used for preventing the middle layer sleeve from being separated from the outer layer sleeve.
Preferably, the lengths of the outer sleeve, the middle sleeve and the inner sleeve are 300-400 mm, and the diameter of the outer sleeve is 80-100 mm.
Preferably, the thickness of the outer sleeve, the middle sleeve and the inner sleeve is 1-2 mm, the thickness of the inner sleeve is smaller than that of the middle sleeve, and the thickness of the middle sleeve is smaller than that of the outer sleeve.
Preferably, the rigidity coefficient of the spring is 40-60 KN/m, and can be selected according to the hardness degree of the rock-soil body.
The method for installing the soil pressure box ejection device in the underground cast-in-situ structure comprises the following steps:
101. firstly, fixing a soil pressure box which is calibrated in advance on an inner sleeve, and then fixing a base on a reinforcement cage in a binding or electric welding mode;
102. loosening the pull wire and the cable after fixing, and pulling the pull wire and the cable to the pouring opening along the reinforcement cage;
103. the control valve is opened through the stay wire, so that the inner sleeve is stretched under the action of spring force, when the bottom of the soil pressure box touches the rock-soil body, the stretching speed of the inner sleeve and/or the middle sleeve receives the acting force of the rock-soil body is reduced, and meanwhile, the soil pressure box continuously extrudes the rock-soil body until the stress at the two ends reaches balance;
104. connecting a cable to the measuring equipment, pouring concrete after the measured soil pressure data tend to be stable, and taking the existence of the measuring equipment into consideration, reasonably controlling the speed in the pouring process and simultaneously recording the measured soil pressure data.
The beneficial technical effects obtained by the invention are as follows:
1) The invention solves various problems existing in the traditional method that the side direction soil pressure box of the underground cast-in-situ structure is buried, such as the problem of insufficient pushing force, improves the accuracy and the authenticity of the measured data of the soil pressure box, improves the burying efficiency, reduces the consumption of manpower and material resources, simplifies the operation process, makes the operation simpler and faster, can complete the installation on the ground without going into a well, realizes the contact between the soil pressure box and a rock-soil body by indirectly operating the control valve through the ground control stay wire, and judges whether the installation procedure is completed or not through the data fed back by the cable.
2) The invention is economical and practical, is composed of three sets of sleeves and a spring system, has relatively low cost, does not need too much manpower and material resources compared with methods such as a drilling method, a cloth hanging method, a pneumatic method and the like, greatly reduces the space, is more convenient to carry, ensures the requirement of the size and provides enough pushing force through the pull rod principle.
3) The invention can provide enough jacking force, the jacking force can be regulated and controlled by selecting the stiffness coefficient K of the spring, the jacking force provided by the stiffness coefficients (stiffness coefficient/elastic coefficient) of different springs is also different, the size of the cast-in-situ structure and the distance of the excavation surface can be obtained according to the actual construction working condition, and the jacking force is calculated by f=kx (Hooke's law).
4) The invention can ensure the accuracy and the authenticity of the transmitted data, further judge the data fed back by the soil pressure box in the real-time measurement and installation process and the pouring process, and simultaneously, the device is not limited by the burying depth, and can meet the burying depth requirement of the structure.
The foregoing description is only a summary of the technical solutions of the present application, so that the technical means of the present application may be implemented according to the content of the specification, and so that the foregoing and other objects, features and advantages of the present application may be more clearly understood, the following detailed description of the preferred embodiments of the present application is given in conjunction with the accompanying drawings.
The above and other objects, advantages and features of the present application will become more apparent to those skilled in the art from the following detailed description of the specific embodiments thereof, taken in conjunction with the accompanying drawings.
Drawings
In order to more clearly illustrate the embodiments of the present application or the technical solutions in the prior art, the drawings that are required in the embodiments or the description of the prior art will be briefly described, and it is obvious that the drawings in the following description are some embodiments of the present application, and other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art. Like elements or portions are generally identified by like reference numerals throughout the several figures. In the drawings, elements or portions thereof are not necessarily drawn to scale.
FIG. 1 is a schematic view of an ejector for an earth pressure box in an underground cast-in-place structure in accordance with one embodiment of the present disclosure;
FIG. 2 is a schematic view of an ejector of an earth pressure box in an underground cast-in-place structure after initial elongation in accordance with one embodiment of the present disclosure;
fig. 3 is a schematic view of an earth pressure box ejector in an underground cast-in-place structure after ultimate elongation in accordance with an embodiment of the present disclosure.
In the above figures: 100. an outer sleeve; 110. a limit baffle; 200. an inner sleeve; 210. a first limiting block; 220. a set screw; 300. a middle layer sleeve; 310. fixing the clamping block; 320. a second limiting block; 400. a spring; 500. a soil pressure box; 510. a cable; 520. positioning a screw cap; 600. a base; 700. a control valve; 710. and (5) pulling wires.
Detailed Description
For the purposes of making the objects, technical solutions and advantages of the embodiments of the present application more clear, the technical solutions of the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is apparent that the described embodiments are some embodiments of the present application, but not all embodiments. In the following description, specific details such as specific configurations and components are provided merely to facilitate a thorough understanding of embodiments of the present application. It will therefore be apparent to those skilled in the art that various changes and modifications can be made to the embodiments described herein without departing from the scope and spirit of the application. In addition, descriptions of well-known functions and constructions are omitted in the embodiments for clarity and conciseness.
It should be appreciated that reference throughout this specification to "one embodiment" or "the present embodiment" means that a particular feature, structure or characteristic described in connection with the embodiment is included in at least one embodiment of the present application. Thus, the appearances of the "one embodiment" or "this embodiment" in various places throughout this specification are not necessarily all referring to the same embodiment. Furthermore, the particular features, structures, or characteristics may be combined in any suitable manner in one or more embodiments.
Furthermore, the present application may repeat reference numerals and/or letters in the various examples. This repetition is for the purpose of simplicity and clarity and does not in itself dictate a relationship between the various embodiments and/or configurations discussed.
The term "and/or" is herein merely an association relationship describing an associated object, meaning that there may be three relationships, e.g., a and/or B, may represent: the terms "/and" herein describe another associative object relationship, indicating that there may be two relationships, e.g., a/and B, may indicate that: the character "/" herein generally indicates that the associated object is an "or" relationship.
The term "at least one" is herein merely an association relation describing an associated object, meaning that there may be three kinds of relations, e.g., at least one of a and B may represent: a exists alone, A and B exist together, and B exists alone.
It is further noted that relational terms such as first and second, and the like are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Moreover, the terms "comprise," "include," or any other variation thereof, are intended to cover a non-exclusive inclusion.
Example 1
As shown in FIG. 1, an ejector device for a soil pressure box in an underground cast-in-situ structure comprises an outer sleeve 100, a base 600 fixed at one end of the outer sleeve 100, an inner sleeve 200 arranged in the outer sleeve 100, a spring 400 arranged in the inner sleeve 200, and a soil pressure box 500 fixedly connected with one end of the inner sleeve 200 far away from the base 600.
One end of the spring 400 is fixed on the base 600, and the other end is fixed on the inner sleeve 200, and the movement of the soil pressure box 500 and the inner sleeve 200 relative to the outer sleeve 100 is realized by the expansion and contraction of the spring 400.
Further, the device further comprises a control valve 700, wherein the control valve 700 is connected with a pull wire 710 which plays a role of a control switch, and the control valve 700 is used for fixing the spring 400 in the inner sleeve 200 and controlling the extension and the release of the spring 400.
The soil pressure box 500 is connected with a cable 510 for connecting measuring equipment, one end of the soil pressure box 500 is provided with a positioning nut 520, the inner sleeve 200 is provided with a positioning screw 220 corresponding to the positioning nut 520, and the inner sleeve 200 and the soil pressure box 500 are fixedly connected through the positioning nut 520 and the positioning screw 220.
Further, as shown in fig. 2, the inner sleeve 200 is provided with a first stopper 210 at an end close to the base 600, and the outer sleeve 100 is provided with a stopper 110 at an end far from the base 600, and the first stopper 210 and the stopper 110 cooperate to prevent the inner sleeve 200 from being separated from the outer sleeve 100.
In one embodiment, as shown in fig. 3, a middle sleeve 300 is disposed between the inner sleeve 200 and the outer sleeve 100, and the inner sleeve 200 can move relative to the middle sleeve 300 and the middle sleeve 300 can move relative to the outer sleeve 100 by expanding and contracting the springs 400.
The middle sleeve 300 is provided with a fixing clamp block 310 at one end far away from the base 600, the fixing clamp block 310 is matched with the first limiting block 210, and when the inner sleeve 200 moves to a limit position relative to the middle sleeve 300, the middle sleeve 300 can be driven to move continuously.
The middle sleeve 300 is provided with a second limiting block 320 at one end close to the base 600, and the second limiting block 320 is matched with the limiting baffle 110 to prevent the middle sleeve 300 from being separated from the outer sleeve 100.
The lengths of the outer sleeve 100, the middle sleeve 300 and the inner sleeve 200 are 300-400 mm, the lengths of the outer sleeve 100, the middle sleeve 300 and the inner sleeve 200 are equal, and the diameter of the outer sleeve 100 is 80-100 mm.
The thickness of the outer sleeve 100, the middle sleeve 300 and the inner sleeve 200 is 1-2 mm, the thickness of the inner sleeve 200 is smaller than the thickness of the middle sleeve 300, and the thickness of the middle sleeve 300 is smaller than the thickness of the outer sleeve 100.
The rigidity coefficient of the spring 400 is 40-60 KN/m, and can be selected according to the hardness degree of the rock-soil body.
Fig. 2 and 3 are views showing the whole device in an extended state after the control valve 700 is pulled by the pull wire 710, wherein fig. 2 is a state in which the device is in a state in which the inner sleeve 200 is at a maximum, and fig. 3 is a state in which the whole device is at a maximum, in which the elongation of the inner sleeve 200 and the middle sleeve 300 is provided by the elastic force stored on the spring 400, and the specific positions in which the inner sleeve 200 and the middle sleeve 300 are reached are according to the in-situ casting environment, and the elongation is stopped when it encounters a rock-soil body.
Example 2
Based on the above embodiment 1, a method for installing an ejector of a soil pressure box in an underground cast-in-situ structure includes the following steps:
101. the soil pressure box 500 calibrated in advance is fixed on the inner sleeve 200, and then the base 600 is fixed on the reinforcement cage by binding or electric welding.
Specifically, the soil pressure box 500 is fixedly connected with the inner sleeve 200 through the positioning nut 520 and the positioning screw 220, and in order to prevent the displacement of the whole device in the pouring process, one end of the soil pressure box 500 fixedly connected with the inner sleeve 200 is reinforced by adopting a binding or electric welding mode.
102. After the fixing, the stay wire 710 and the cable wire 510 are loosened and pulled to the pouring opening position along the reinforcement cage.
103. The control valve 700 is opened by the stay wire 710, so that the inner sleeve 200 is extended under the elasticity of the spring 400, and when the bottom of the soil pressure box 500 contacts the rock-soil body, the extension speed of the inner sleeve 200 and/or the middle sleeve 300 receives the acting force of the rock-soil body is reduced, and meanwhile, the soil pressure box 500 continuously extrudes the rock-soil body until the stress at the two ends reaches balance.
104. The cable 510 is connected to the measuring device and casting of the concrete is started after the measured soil pressure data has stabilized, and the casting process should be reasonably controlled in view of the presence of the measuring device while the measured soil pressure data is recorded.
It should be noted that the reinforcement cage is an application part of the present application, and belongs to the prior art for those skilled in the art.
The spring 400 in the above-mentioned earth pressure box ejector in the underground cast-in-place structure conforms to the hooke's law, which states that: within the elastic limit, the deformation of the object is proportional to the external force causing the deformation, and the expression of hooke's law is f=kx, where k is a constant, which is the elastic coefficient of the object. Simultaneously, the telescopic rod principle is utilized, and the telescopic rod is a telescopic hollow cylinder rod formed by rolling a metal strip, and is characterized in that the metal strip is pre-shaped into an elastic curled layer which has a memory function and is smaller than the outer diameter of the rod body, so that the telescopic rod has a self-tightening function, and the curled layer always has elastic potential energy for applying pressure to the telescopic rod. The device adopts the telescopic rod principle, and combines the spring 400 system again, can satisfy ejection device suitable size, provides sufficient thrust simultaneously.
The soil pressure box ejection device in the underground cast-in-situ structure can provide enough ejection force, the ejection force can be controlled by selecting the stiffness coefficient K of the spring 400, the stiffness coefficients (stiffness coefficient/elastic coefficient) of different springs 400 are different, the distance between the size of the cast-in-situ structure and the excavation surface can be obtained according to actual construction conditions, and the ejection force is calculated through f=kx (hooke's law). The device has very big reduced the space, and it is more convenient to carry, through the pull rod principle, has both guaranteed the requirement of size, provides sufficient thrust simultaneously.
The above description is only of the preferred embodiments of the present invention and it is not intended to limit the scope of the present invention, but various modifications and variations can be made by those skilled in the art. Variations, modifications, substitutions, integration and parameter changes may be made to these embodiments by conventional means or may be made to achieve the same functionality within the spirit and principles of the present invention without departing from such principles and spirit of the invention.
Claims (4)
1. The method for installing the soil pressure box ejection device in the underground cast-in-situ structure is characterized by comprising an outer sleeve (100), a base (600) fixed at one end of the outer sleeve (100), an inner sleeve (200) arranged in the outer sleeve (100), a spring (400) arranged in the inner sleeve (200) and a soil pressure box (500) fixedly connected with one end, far away from the base (600), of the inner sleeve (200);
a middle sleeve (300) is arranged between the inner sleeve (200) and the outer sleeve (100), and the movement of the inner sleeve (200) relative to the middle sleeve (300) and the movement of the middle sleeve (300) relative to the outer sleeve (100) can be realized through the extension and retraction of a spring (400); in the process, the elongation of the inner sleeve (200) and the middle sleeve (300) is provided by the elastic force stored on the spring (400), and the specific positions of the inner sleeve (200) and the middle sleeve (300) are achieved according to the in-situ casting environment, and the elongation is stopped when the inner sleeve and the middle sleeve meet a rock-soil body;
the middle-layer sleeve (300) is provided with a fixed clamping block (310) at one end far away from the base (600), the fixed clamping block (310) is matched with the first limiting block (210), and when the inner-layer sleeve (200) moves to the limit position relative to the middle-layer sleeve (300), the middle-layer sleeve (300) can be driven to move continuously;
a second limiting block (320) is arranged at one end, close to the base (600), of the middle-layer sleeve (300), and the second limiting block (320) is matched with the limiting baffle (110) and used for preventing the middle-layer sleeve (300) from being separated from the outer-layer sleeve (100);
one end of the spring (400) is fixed on the base (600), the other end of the spring is fixed on the inner sleeve (200), and the movement of the soil pressure box (500) and the inner sleeve (200) relative to the outer sleeve (100) is realized through the expansion and the contraction of the spring (400);
a first limiting block (210) is arranged at one end, close to the base (600), of the inner sleeve (200), a limiting baffle (110) is arranged at one end, far away from the base (600), of the outer sleeve (100), and the first limiting block (210) is matched with the limiting baffle (110) and is used for preventing the inner sleeve (200) from being separated from the outer sleeve (100);
the soil pressure box (500) is connected with a cable (510) for connecting measuring equipment, a positioning screw cap (520) is arranged at one end of the soil pressure box (500), a positioning screw (220) corresponding to the positioning screw cap (520) is arranged on the inner sleeve (200), and the inner sleeve (200) and the soil pressure box (500) are fixedly connected through the positioning screw cap (520) and the positioning screw (220);
the device also comprises a control valve (700), wherein the control valve (700) is connected with a pull wire (710) which plays a role of controlling a switch, and the control valve (700) is used for fixing the spring (400) in the inner sleeve (200) and controlling the extension and the release of the spring (400);
the method for installing the soil pressure box ejection device in the underground cast-in-situ structure comprises the following steps:
101. firstly, fixing a soil pressure box calibrated in advance on an inner sleeve (200), and then fixing a base (600) on a reinforcement cage in a binding or electric welding mode;
102. loosening the pull wire (710) and the cable (510) after the fixing is finished, and pulling the cable to a pouring opening position along the reinforcement cage;
103. the control valve (700) is opened through the stay wire (710), so that the inner sleeve (200) stretches under the action of the elasticity of the spring (400), after the bottom of the soil pressure box (500) touches a rock mass, the stretching speed of the inner sleeve (200) and/or the middle sleeve (300) is reduced under the action of the rock mass, and meanwhile, the soil pressure box (500) continuously extrudes the rock mass until the stress at the two ends reaches balance;
104. the cable (510) is connected to the measuring device and casting of the concrete is started after the measured soil pressure data tend to stabilize, and the casting process should be reasonably controlled in view of the existence of the measuring device while the measured soil pressure data are recorded.
2. The method for installing the soil pressure box ejection device in the underground cast-in-situ structure according to claim 1, wherein the lengths of the outer sleeve (100), the middle sleeve (300) and the inner sleeve (200) are 300-400 mm, and the diameter of the outer sleeve (100) is 80-100 mm.
3. The method for installing the soil pressure box ejector device in the underground cast-in-situ structure according to claim 1, wherein the thickness of the outer sleeve (100), the middle sleeve (300) and the inner sleeve (200) is 1-2 mm, the thickness of the inner sleeve (200) is smaller than the thickness of the middle sleeve (300), and the thickness of the middle sleeve (300) is smaller than the thickness of the outer sleeve (100).
4. The method for installing the soil pressure box ejection device in the underground cast-in-situ structure according to claim 1, wherein the stiffness coefficient of the spring (400) is 40-60 KN/m, and can be selected according to the hardness degree of the rock-soil body.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110438428.4A CN115233641B (en) | 2021-04-22 | 2021-04-22 | Ejection device for soil pressure box in underground cast-in-situ structure and installation method thereof |
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Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN207997996U (en) * | 2018-02-11 | 2018-10-23 | 常州市春港机械有限公司 | Cube automatic ejection controller of star |
| CN211646322U (en) * | 2019-11-19 | 2020-10-09 | 长安大学 | Soil pressure cell installation fixing device |
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Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN207997996U (en) * | 2018-02-11 | 2018-10-23 | 常州市春港机械有限公司 | Cube automatic ejection controller of star |
| CN211646322U (en) * | 2019-11-19 | 2020-10-09 | 长安大学 | Soil pressure cell installation fixing device |
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