CN112323876A - Method for detecting pile end resistance of pile formed by holding-pressure type hammering and pressure grouting by small-area method - Google Patents
Method for detecting pile end resistance of pile formed by holding-pressure type hammering and pressure grouting by small-area method Download PDFInfo
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Abstract
The application relates to a method for detecting end resistance of an enclasping type hammering pressure filling pile by a small-area method, which comprises the following steps: step 1: static pile pressing: step 2: and (3) internal driving and sinking of the pile: and step 3: detecting pile end resistance: after the pile pipe penetrates to the designed depth, stopping internal impact, connecting an air inlet pipe with external pressurization equipment, inflating the pushing space through the air inlet pipe, increasing the pressure in the pushing space, enabling a push plate to generate a force for pressing down a pressure rod, and obtaining the resistance of the lower pile end of the pressure rod through a pressure sensor; and 4, step 4: and (5) pressing and grouting the pile foundation to form the pile. This application utilizes small area survey stake technique, sets up the pillar on the stake pipe, directly detects stake end resistance, and the pile pressing power of this kind of method is little, need not add the counter weight in addition, and the loading cycle is short, and the stake expense of trying is few, can save the survey stake cost of engineering for the construction progress reduces the construction period of pile foundation engineering.
Description
Technical Field
The application relates to the field of pressure-grouting pile detection, in particular to a method for detecting the resistance of an end of an enclasping type hammering pressure-grouting pile by a small-area method.
Background
In the construction of civil engineering, different types of pile forming modes are adopted for different types of geology, wherein under the geological conditions of multiple soil layers such as a soft soil layer or a hard soil layer and the like, a pressure filling pile forming method is generally adopted, namely, a pile pipe is firstly pressed into the soil layer in the pressure filling pile forming process, then concrete is pumped into the pile pipe, and the pile pipe is gradually jacked up by the concrete to form a pile foundation.
At present, the measurement of the resistance of the pile end generally comprises the steps of feeding a pressure lever into a pile pipe after the penetration of the pile pipe is finished, pressing the pressure lever on an inner tip of a pile tip for testing, and placing a jack on the pressure lever to measure the resistance of the pile end. The pile measuring method has the following problems: the device is heavy and difficult to operate.
Disclosure of Invention
In order to solve the technical problem of difficulty in measuring the pile end resistance, the application provides a method for detecting the pile end resistance of an enclasping type hammering pressure filling pile by a small-area method.
The application provides a method for detecting the end resistance of an enclasping type hammering pressure filling pile by a small area method, which adopts the following technical scheme:
a method for detecting the end resistance of an enclasping type hammering pressure filling pile by a small area method comprises the following steps:
step 1: static pile pressing: the pile pipe is penetrated into the stratum by static loading until the pile pipe reaches the designed static penetration depth;
step 2: and (3) internal driving and sinking of the pile: keeping the final static pressure, inserting the internal driving hammer into the inner pipe, lifting to a designed height, freely dropping the internal driving hammer into the inner pipe, hammering a bottom plate at the bottom of the inner pipe, continuously penetrating the pile pipe, repeatedly lifting and dropping the internal driving hammer until the penetration depth of the pile pipe meets the requirement;
and step 3: detecting pile end resistance: after the pile pipe penetrates to the designed depth, stopping internal impact, connecting an air inlet pipe with external pressurization equipment, inflating the pushing space through the air inlet pipe, increasing the pressure in the pushing space, enabling a push plate to generate a force for pressing down a pressure rod, and obtaining the resistance of the lower pile end of the pressure rod through a pressure sensor;
and 4, step 4: pile foundation pressure grouting and forming: the method comprises the following steps of connecting a feeding pipe with a concrete pumping pipeline, pumping concrete into a pile pipe, jacking the pile pipe to a designed position by utilizing the pressure of pile body concrete when pumping the concrete, and vertically inserting a manufactured reinforcement cage into a pile foundation to a designed depth.
By adopting the technical scheme, pile pressing and detection are integrated by arranging the multifunctional pile pipe, and the resistance of the pile end is detected by pneumatic pressurization through the matching of the air inlet pipe and the pushing space, so that the detection is more convenient and quicker compared with the traditional detection of the pressing rod, and the problem that the pressing rod is pressed and bent due to too long pressing rod is avoided;
in addition, the multifunctional pile pipe is adopted, the hammering equipment can directly extend into the bottom of the pile pipe, the hammering force is directly acted on the pile end, the problem that the pile body is broken and broken easily in the hammering process is avoided, the pile pipe is driven into a certain depth, and the bearing force value of a single pile is improved
Optionally, the pile tube includes an outer tube, an inner tube coaxially sleeved in the outer tube, and a sleeve fixedly arranged in a cavity between the inner tube and the outer tube, bottom plates are fixedly arranged at bottoms of the outer tube and the inner tube, two symmetrically arranged discharge ports are arranged on the bottom plate corresponding to a cavity between the inner tube and the outer tube, the discharge ports are communicated with the cavity between the inner tube and the outer tube, a plug plate is arranged at the bottom surface of the bottom plate, and a feeding tube is arranged on the side wall of the outer tube;
be equipped with the intake pipe in the pillar, the upper end of intake pipe is stretched out the pillar top and is used for being connected with compression equipment, and the lower extreme is equipped with the fixed plate, fixed plate and pillar are close to fixed and sealing connection of lower part, sliding seal is connected with the push pedal with the fixed plate below in the pillar, form atmospheric pressure promotion space between push pedal and the fixed plate, the lower extreme fixedly connected with depression bar of push pedal, install pressure sensor on the depression bar, the mounting groove with the pillar intercommunication is seted up to the position that corresponds the pillar on the bottom plate.
Through adopting above-mentioned technical scheme, establish the sleeve pipe through establishing the stake pipe, set up the discharge gate in the position of bottom plate symmetry, the concrete can flow from two discharge gates simultaneously, guarantees that stake socle portion atress is even, makes it can even vertical rising, for traditional from one side outflow, avoids the concrete to carry out the jacking to the stake pipe unilateral, very easily because of the uneven or stake pipe slope of atress causes the problem that the card pauses.
Optionally, the lower extreme of depression bar is equipped with the pressure head, the diameter of mounting groove is greater than the diameter of pillar, the pressure head be located the mounting groove and with the size adaptation of mounting groove, pressure sensor establishes on the pressure head.
Through adopting above-mentioned technical scheme, the pressure head can be with the shutoff of pillar lower extreme, avoids when the pile pressing, and soil gets into in the pillar, blocks up the pillar, has the guard action to the pillar.
Optionally, the upper ends of the outer pipe and the inner pipe are provided with a top plate, a first communication hole communicated with the inner pipe is formed in the position, corresponding to the inner pipe, of the top plate, a release valve is arranged in the position, corresponding to the cavity between the inner pipe and the outer pipe, of the top plate, and the release valve is communicated with the cavity between the inner pipe and the outer pipe.
Through adopting above-mentioned technical scheme, connect the upper end of inner tube and outer tube through the roof, increase sheathed tube stability, avoid the in-process stake pipe at the hammering to be destroyed.
Optionally, one end of the feeding pipe, which is far away from the outer pipe, is bent upwards and then is bent downwards, so that the middle of the feeding pipe is arched.
Through adopting above-mentioned technical scheme, can avoid the concrete to take place the recharge, guarantee concrete placement's continuity.
Optionally, install the forcing pipe that is used for being connected with external pressure equipment on the roof, cavity intercommunication between forcing pipe and inner tube and the outer tube, install control flap on the forcing pipe, install control switch on the inlet pipe.
Through adopting above-mentioned technical scheme, add the pressurization pipe, can be when concrete pressure is not enough jacking stake pipe, through the mode of pressure boost with stake pipe jacking, guarantee concrete placement's closely knit nature.
Optionally, when the pile pipe cannot be jacked up by concrete pressure, the control switch is closed, the cavity between the inner pipe and the outer pipe is inflated and pressurized through the pressurizing pipe, so that the pile pipe is jacked up slowly by concrete, after one end of the pile pipe is jacked up for a distance, the control valve is closed, air is released, and the control switch is opened to continue concrete pumping.
Optionally, the plug plate is hinged to the bottom plate.
Through adopting above-mentioned technical scheme, when concreting, only need mention the stake pipe slightly, make the plug board open, can pour convenient operation, quick to the concrete.
In summary, the present application includes at least one of the following beneficial technical effects:
1. the pile end resistance is directly detected by arranging the protective pipe on the pile pipe by using a small-area pile measuring technology, the pile pressing force of the method is small, additional balance weight is not needed, the loading period is short, the pile testing cost is low, the pile measuring cost of the project can be saved, the construction progress is accelerated, and the construction period of the pile foundation project is shortened; the pneumatic pressurization is realized to detect the resistance of the pile end through the matching of the air inlet pipe and the pushing space, compared with the traditional pressure lever detection, the pneumatic pressurization is more convenient and quicker, and the problem that the pressure lever is pressed and bent due to too long pressure lever is avoided;
2. the multifunctional pile pipe is adopted, the hammering equipment can directly extend into the bottom of the pile pipe, and the hammering force is directly acted on the pile end, so that the problem that a pile body is easy to break and break in the hammering process is solved, the pile pipe is driven to penetrate into a certain depth, and the bearing force value of a single pile is improved;
3. establish into the sleeve pipe through managing the stake, set up the discharge gate in the position of bottom plate symmetry, the concrete can flow from two discharge gates simultaneously, guarantees that stake socle portion atress is even, makes it can even vertical rising, for traditional from one side outflow, avoids the concrete to carry out the jacking to stake pipe unilateral, very easily because of the uneven or stake pipe slope of atress causes the problem that the card went on.
Drawings
Figure 1 is a cross-sectional view of a stake tube protruding out of the spout.
Fig. 2 is a cross-sectional view of a pile tube protruding casing.
Description of reference numerals: 1. an inner tube; 2. an outer tube; 3. protecting the pipe; 4. a base plate; 5. a discharge port; 6. a blanking plate; 7. a top plate; 8. a first communication hole; 9. a deflation valve; 10. a second communication hole; 11. a feed pipe; 12. an internal hammer; 13. an air inlet pipe; 14. a fixing plate; 15. pushing the plate; 16. a pushing space; 17. a pressure lever; 18. mounting grooves; 19. a pressure head; 20. a pressure sensor; 21. a pressurizing pipe; 22. a control valve; 23. and controlling the switch.
Detailed Description
The present application is described in further detail below with reference to figures 1-2.
The embodiment of the application discloses a method for detecting the end resistance of an enclasping type hammering pressure filling pile by a small-area method, which comprises the following steps:
step 1: static pile press
Clearing up the high-altitude, ground and underground obstacles obstructing the construction on site, leveling and compacting the site in the construction range, and ensuring to meet the requirements of pile foundation walking and pipe drawing operation. And arranging a measurement control net and a leveling base point, setting out and positioning according to a pile position diagram, and performing rechecking on the axis and the pile position to ensure that the pile foundation construction is started.
Referring to fig. 1 and 2, in the design of the pile pipe, the pile pipe comprises an inner pipe 1, an outer pipe 2 and a protective pipe 3, the inner pipe 1 is coaxially inserted into the outer pipe 2, the protective pipe 3 is fixedly arranged between the inner pipe 1 and the outer pipe 2, a bottom plate 4 is arranged at the bottom of the inner pipe 1 and the bottom of the outer pipe 2, the bottom plate 4 is a steel plate with the thickness of 20mm, and the inner pipe 1, the outer pipe 2 and the protective pipe 3 are respectively welded on the bottom plate 4. Two discharge ports 5 are formed in the bottom plate 4 corresponding to the cavity between the inner tube 1 and the outer tube 2, the discharge ports 5 are communicated with the cavity between the inner tube 1 and the outer tube 2, and the two discharge ports 5 are symmetrically arranged relative to the axis of the inner tube 1. The bottom plate 4 is provided with plugging plates 6 at the discharge port 5 respectively to isolate the feed pipe 11 from the soil body so as to prevent the soil from being plugged, and the plugging plates 6 are hinged with the bottom plate 4.
The top of inner tube 1 and outer tube 2 is equipped with roof 7, and roof 7 is 20 mm's steel sheet, and the upper end of inner tube 1, outer tube 2 and pillar 3 welds respectively on roof 7. The top plate 7 is provided with a first communication hole 8 corresponding to the inner tube 1, communicated with the inner tube 1 and having the same inner diameter as the inner tube 1. A release valve 9 is arranged on the top plate 7 corresponding to the cavity between the inner pipe 1 and the outer pipe 2, and the release valve 9 is communicated with the space between the inner pipe 1 and the outer pipe 2. The top plate 7 is provided with a second communication hole 10 corresponding to the protection tube 3 and communicating with the protection tube 3. The side wall of the outer pipe 2 is fixedly provided with a feeding pipe 11, the feeding pipe 11 is communicated with a cavity between the outer pipe 2 and the inner pipe 1, and one end of the feeding pipe 11, which is far away from the outer pipe 2, is bent upwards and then is bent downwards to form a middle arched state of the feeding pipe 11. The inner pipe 1 is internally provided with an inner hammer 12 for internally hitting the bottom of the pile pipe to ensure that the pile pipe penetrates into a certain depth. An air inlet pipe 13 is arranged in the protective pipe 3, the upper end of the air inlet pipe 13 extends out of the top end of the protective pipe 3, a fixing plate 14 is fixedly arranged at the lower end of the air inlet pipe, and the fixing plate 14 and the inner wall, close to the lower portion, of the protective pipe 3 are fixedly and hermetically connected. In the pillar 3 in the fixed plate 14 transfer sliding seal be connected with push pedal 15, form atmospheric pressure between push pedal 15 and the fixed plate 14 and promote space 16, intake pipe 13 and the space 16 intercommunication that promotes, push pedal 15's lower extreme is in central point fixedly connected with depression bar 17, the mounting groove 18 with pillar 3 intercommunication is seted up to the position that corresponds pillar 3 on the bottom plate 4, the diameter of mounting groove 18 is greater than pillar 3's diameter, be fixed with pressure head 19 on the depression bar 17, pressure head 19 is located mounting groove 18 and matches with the size of mounting groove 18, pressure sensor 20 is installed to pressure head 19's tip, a resistance value is held to the acquisition pile for quick and simple and convenient. During detection, the air inlet pipe 13 is used for filling air into the pushing space 16, the pressure in the pushing space 16 is increased, and therefore the air inlet pipe acts on the push plate 15, and the push plate 15 generates downward force for detecting pile end resistance.
The push plate 15 is sleeved with a rubber sealing sleeve, and the rubber sealing sleeve is abutted against the inner wall of the protective tube 3 to realize the sliding sealing connection of the push plate 15 and the protective tube 3.
And moving the pile machine to the position of the pile to be constructed, taking the pile into place and leveling, wherein the total weight of the frame and the counterweight of the pile machine is not less than 1.1 times of the estimated maximum pile pressure. And then cleaning the pile pipe to ensure that no concrete adheres to the pipe wall, after the pile pipe is in place, checking the verticality of the pile pipe in two mutually orthogonal directions by using a theodolite or a hanging plumb line, mounting the pile pipe on a pile machine, carrying out static loading by using a self-weight pressing method of the pile machine, adding a load block to the pile pipe in stages, keeping the load unchanged in each stage of loading process until the sinking amount of the pile pipe reaches a relatively stable state, and then carrying out next stage of loading. And stopping static pressure when the pile pipe reaches the designed static pressure penetration depth.
Step 2: and (3) internal driving and sinking of the pile: keeping the final static pressure of the pile machine, inserting the inner driving hammer 12 slightly smaller than the inner diameter of the inner pipe 1 into the inner pipe 1 by utilizing a hammer lifting device, lifting to a designed height, freely falling into the inner pipe 1, hammering the bottom plate 4 at the bottom of the inner pipe 1, continuously penetrating a pile pipe, repeatedly lifting and falling the inner driving hammer 12 until the requirements of the bearing capacity and the pile length of the pile machine are met.
And step 3: detecting pile end resistance: after the pile pipe is penetrated to the designed depth, the internal impact is stopped, the air inlet pipe 13 is communicated with external pressurization equipment, the air is filled into the pushing space 16 through the air inlet pipe 13, the pressure in the pushing space 16 is increased, so that the push plate 15 generates the force for pressing the compression rod 17, and the pile end resistance under the compression rod 17 is obtained through the pressure sensor 20.
If the resistance of the pile end meets the requirement, concrete can be poured, and if the resistance of the pile end does not meet the requirement, hammering pile sinking needs to be continuously carried out.
And 4, step 4: pile foundation pressure grouting and forming: the feeding pipe 11 is connected with a concrete pumping pipeline, the whole pipeline is wetted by water before pumping, then the wall of the pile pipe is in a fully wetted state by cement slurry or cement mortar, and then concrete is pumped into the pile pipe. When the pumping starts, attention is paid to the pressure gauge of the pipeline pump and the working state of each component, so that the connection between the pump pipe and the feeding pipe 11 is prevented from being blocked. When the concrete is pumped, the pile pipe is jacked up by using the pressure of the concrete of the pile body until the pile pipe reaches the ground. After the pile pipe is completely ejected to the ground, the pile pipe is removed, a force transmission pipe for vibration penetrates into a reinforcement cage on a reinforcement platform and is reliably connected with a vibration device, the top of the reinforcement cage is connected with the vibration device, the reinforcement cage is immediately inserted into a pile foundation to the designed depth by a crane and a reinforcement inserter, and the vibration device is used for vibrating the reinforcement inserter and the reinforcement cage and vibrating concrete poured in pile holes.
Further, in order to ensure the compactness of concrete during pile foundation pressure irrigation, a pressure pipe 21 is fixedly installed on the top plate 7, the pressure pipe 21 is communicated with a cavity between the inner pipe 1 and the outer pipe 2, a control valve 22 is installed on the pressure pipe 21, a control switch 23 is installed on the feeding pipe 11, when the concrete pressure cannot jack the pile pipe, the control switch 23 is closed, a pressure device is connected to the pressure pipe 21, the control valve 22 is opened, air is filled and pressurized into a cavity between the inner pipe 1 and the outer pipe 2, so that the pile pipe is slowly jacked up, after jacking for a certain distance, the control valve 22 is closed, air is released, the control switch 23 is opened to continue pumping the concrete, by arranging the pressure pipe 21, the pressure of the concrete can be increased when the pile pipe cannot be jacked up, so that the pile pipe is continuously jacked up, compared with the traditional pile pipe lifting, the compactness of the concrete is ensured, the pile forming quality of the pile foundation is ensured.
The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.
Claims (8)
1. A method for detecting the end resistance of an enclasping type hammering pressure filling pile by a small area method is characterized by comprising the following steps:
step 1: static pile pressing: the pile pipe is penetrated into the stratum by static loading until the pile pipe reaches the designed static penetration depth;
step 2: and (3) internal driving and sinking of the pile: keeping the final static pressure, inserting the inner driving hammer (12) into the inner pipe (1), lifting to a designed height, enabling the inner driving hammer (12) to freely fall into the inner pipe (1), hammering a bottom plate (4) at the bottom of the inner pipe (1), continuously penetrating the pile pipe, and repeatedly lifting and falling the inner driving hammer (12) until the penetration depth of the pile pipe meets the requirement;
and step 3: detecting pile end resistance: after the pile pipe penetrates to the designed depth, stopping internal impact, connecting the air inlet pipe (13) with external pressurization equipment, inflating the pushing space (16) through the air inlet pipe (13), increasing the pressure in the pushing space (16), enabling the push plate (15) to generate a force for pressing the compression rod (17), and obtaining the resistance of the lower pile end of the compression rod (17) through the pressure sensor (20);
and 4, step 4: pile foundation pressure grouting and forming: the method comprises the following steps of connecting a feeding pipe (11) with a concrete pumping pipeline, pumping concrete into a pile pipe, jacking the pile pipe to a designed position by utilizing the pressure of pile body concrete when pumping the concrete, and vertically inserting the manufactured reinforcement cage into a pile foundation to a designed depth.
2. The method for detecting the end resistance of the pile formed by the hammering and pressure filling in a small area according to claim 1, which is characterized in that: the pile pipe comprises an outer pipe (2), an inner pipe (1) coaxially sleeved in the outer pipe (2) and a sleeve fixedly arranged in a cavity between the inner pipe (1) and the outer pipe (2), bottom plates (4) are fixedly arranged at the bottoms of the outer pipe (2) and the inner pipe (1), two symmetrically-arranged discharge ports (5) are formed in the positions, corresponding to the cavity between the inner pipe (1) and the outer pipe (2), on the bottom plates (4), the discharge ports (5) are communicated with the cavity between the inner pipe (1) and the outer pipe (2), plug plates (6) are arranged on the bottom surfaces, located on the bottom plates (4), of the discharge ports (5), and a feeding pipe (11) is installed on the side wall of the outer pipe (2);
be equipped with intake pipe (13) in pillar (3), the upper end of intake pipe (13) is stretched out pillar (3) top and is used for being connected with compression equipment, and the lower extreme is equipped with fixed plate (14), fixed plate (14) are close to fixed and sealing connection of lower part with pillar (3), be connected with push pedal (15) with fixed plate (14) below sliding seal in pillar (3), form atmospheric pressure between push pedal (15) and fixed plate (14) and promote space (16), the lower extreme fixedly connected with depression bar (17) of push pedal (15), install pressure sensor (20) on depression bar (17), mounting groove (18) with pillar (3) intercommunication are seted up to the position that corresponds pillar (3) on bottom plate (4).
3. The method for detecting the end resistance of the pile formed by the hammering and pressure filling in a small area according to claim 2, which is characterized in that: the lower extreme of depression bar (17) is equipped with pressure head (19), the diameter of mounting groove (18) is greater than the diameter of pillar (3), pressure head (19) be located mounting groove (18) and with the size adaptation of mounting groove (18), pressure sensor (20) are established on pressure head (19).
4. The method for detecting the end resistance of the pile formed by the hammering and pressure filling in a small area according to claim 2, which is characterized in that: the upper end of outer tube (2) and inner tube (1) is equipped with roof (7), first through-hole (8) with inner tube (1) intercommunication is seted up to roof (7) corresponding position of inner tube (1), the position that corresponds the cavity between inner tube (1) and outer tube (2) on roof (7) is equipped with bleed valve (9), bleed valve (9) and the cavity intercommunication between inner tube (1) and outer tube (2).
5. The method for detecting the end resistance of the pile formed by the hammering and pressure filling in a small area according to claim 2, which is characterized in that: one end of the feeding pipe (11) far away from the outer pipe (2) is bent upwards and then is bent downwards to form a state that the middle of the feeding pipe (11) is arched.
6. The method for detecting the end resistance of the pile formed by the hammering and pressure filling in a small area according to claim 4, which is characterized in that: install on roof (7) and be used for the forcing pipe (21) of being connected with external pressure equipment, cavity intercommunication between forcing pipe (21) and inner tube (1) and outer tube (2), install control flap (22) on forcing pipe (21), install control switch (23) on inlet pipe (11).
7. The method for detecting the end resistance of the pile formed by the hammering and pressure filling in a small area according to claim 6, which is characterized in that: when the pile pipe cannot be jacked up by concrete pressure, the control switch (23) is closed, the cavity between the inner pipe (1) and the outer pipe (2) is inflated and pressurized through the pressurizing pipe (21), so that the pile pipe is jacked up slowly by concrete, after one end is jacked up, the control valve (22) is closed, air is released, and the control switch (23) is opened to continue concrete pumping.
8. The method for detecting the end resistance of the pile formed by the hammering and pressure filling in a small area according to claim 2, which is characterized in that: the plug board (6) is hinged with the bottom board (4).
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| Application Number | Priority Date | Filing Date | Title |
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| CN202011210761.1A CN112323876A (en) | 2020-11-03 | 2020-11-03 | Method for detecting pile end resistance of pile formed by holding-pressure type hammering and pressure grouting by small-area method |
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Application publication date: 20210205 |