CN112663600A - Construction method of cast-in-situ bored pile for water-rich sandy stratum - Google Patents
Construction method of cast-in-situ bored pile for water-rich sandy stratum Download PDFInfo
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Abstract
The application relates to a construction method of a water-rich sandy stratum cast-in-situ bored pile, which comprises the following steps: cleaning the site, and moving the drilling machine to a construction site for preparation in place; drilling a hole by using a drilling machine, namely drilling the hole at the first stage by using the drilling machine, and cleaning the bottom and the wall of the hole; sinking the protective cylinder, and placing the protective cylinder in the guide hole to the bottom of the guide hole; drilling by a drilling machine, replacing a drill bit by the drilling machine, then putting the drilling machine in place again, and drilling until the elevation of the pile bottom is designed; installing a reinforcement cage, namely lowering the manufactured reinforcement cage into a hole, and installing the reinforcement cage in sections; pouring concrete, namely pouring concrete into the hole through the guide pipe; the pile casing is pulled out through mechanical equipment, the pile casing is pulled out at a constant speed in the pile casing pulling-out process, the pile casing is pulled out to be vertical, and the pile casing pulling-out process is finished under the command of constructors, so that the verticality of the pile casing is guaranteed. The wall protection is carried out by adopting the full-length steel casing, bentonite or chemical slurry wall protection is not adopted in the drilling process, hole collapse and hole shrinkage can be effectively avoided, and pollution to underground water can be avoided while pile forming quality is improved.
Description
Technical Field
The application relates to the field of cast-in-place pile construction, in particular to a water-rich sandy stratum cast-in-place pile drilling construction method.
Background
The water-rich sandy stratum has the characteristics of high water content, high compressibility, low strength, low permeability and the like, hole collapse and hole expansion are easily caused in the hole forming process, the hole forming quality is difficult to guarantee, and the hole forming efficiency is low.
Because the geological condition is relatively poor, in order to ensure the stability of the bridge and avoid the problem of uneven settlement of a bearing platform and a pier body, the pile forming quality of the cast-in-situ bored pile has higher requirements, and the problems of hole collapse, necking, neck expansion, hole bottom soil gushing and the like need to be avoided in a severe address environment.
In the existing construction, a reverse circulation rotary drilling machine is often adopted to carry out hole forming construction of the bored pile on a soft soil stratum, so that the problems of hole forming collapse and hole expansion are difficult to solve, and the quality of the formed pile in the bored pile is poor.
Disclosure of Invention
In order to improve the quality of a pile in drilling and pouring, the application provides a construction method of a water-rich sandy stratum drilling and pouring pile.
The application provides a rich water sandy stratum drilling bored concrete pile construction method, adopts following technical scheme:
a construction method of a water-rich sandy stratum cast-in-situ bored pile comprises the following steps:
cleaning the site, and moving the drilling machine to a construction site for preparation in place;
drilling a hole by using a drilling machine, namely drilling the hole at the first stage by using the drilling machine, and cleaning the bottom and the wall of the hole;
the protective cylinder sinks, the protective cylinder is placed in the guide hole to the bottom of the guide hole, the protective cylinder is righted, the protective cylinder is hammered downwards to the designed depth by means of mechanical equipment, when the protective cylinder cannot sink by self weight, a vibration hammer is started to pressurize and sink, if the protective cylinder cannot sink by resistance, the operation is continued after the reason is found, and the pressure cannot be forced;
drilling by a drilling machine, replacing a drill bit by the drilling machine, then putting the drilling machine in place again, and drilling until the elevation of the pile bottom is designed;
installing a reinforcement cage, namely lowering the manufactured reinforcement cage into a hole, installing the reinforcement cage in sections, and installing a tube opening hoop in a protective tube before the last section of reinforcement cage is installed to ensure that the reinforcement cage is centered;
pouring concrete, namely pouring the concrete into the hole through a guide pipe, lifting the guide pipe to reduce the embedding depth of the guide pipe and increase the embedding depth of the reinforcement cage in the lower layer of concrete after the concrete surface in the hole enters the reinforcement cage for 1-2m, and lifting one section of guide pipe when pouring one section of concrete;
the pile casing is pulled out through mechanical equipment, the pile casing is pulled out at a constant speed in the pile casing pulling-out process, the pile casing is pulled out to be vertical, and the pile casing pulling-out process is finished under the command of constructors, so that the verticality of the pile casing is guaranteed.
Optionally, before construction, a construction machine is used for leveling a construction site, removing surface impurities, and rolling or replacing and filling according to needs; according to the requirement of a pile position design drawing, pile positions are measured and marked, a circle is drawn by lime with the pile positions as the centers, and holes can be formed after the pile positions are rechecked without errors; and measuring and positioning by using a total station instrument in the installation process of the drilling machine, wherein the center of the drill bit is required to be aligned to the center of a circle, and the center of the circle is required to be consistent with the design center of the pile foundation.
Through adopting above-mentioned technical scheme, level the place, survey and establish pile position and drill bit location, be the drilling and provide good environment to reduce the unexpected condition emergence of drilling in-process, improved the position accuracy and the straightness that hangs down of drilling.
Optionally, the drill bit of the drill guiding hole is 800mm or more, the guiding hole depth is 3-5m, and the obstacle which cannot be drilled through is dug out by adopting excavating equipment.
Through adopting above-mentioned technical scheme, the degree of depth of lead hole is suitable, is convenient for adjust drilling direction, and the adjustment of the insertion and the direction of a section of thick bamboo that conveniently protects also is convenient for clear away barriers such as stone.
Optionally, a steel pipe with the wall thickness of 10-12mm is used as the protective cylinder, and the opening of the lowermost protective cylinder is provided with a cutting edge, so that the downward placing resistance of the protective cylinder is reduced, and the protective cylinder is ensured to be smoothly placed in place.
Through adopting above-mentioned technical scheme, protect a section of thick bamboo and adopt thicker steel sheet, structural strength is high, and the wearability is good, when hammering in to the stratum, is difficult to take place to warp, and the resistance that receives when protecting a section of thick bamboo tip setting is protected to the bottom can be reduced to the sword foot that protects a section of thick bamboo tip and set up, conveniently protects a section of thick bamboo and sinks fast, improves the efficiency of construction of engineering.
Optionally, the drill with the diameter less than 800mm is used for drilling, and a sufficient gap is reserved between the drill and the inner wall of the protective cylinder, so that the protective cylinder is prevented from being damaged by drilling.
Through adopting above-mentioned technical scheme, bore the pore-forming drill bit diameter and be less than and bore the pilot hole drill bit, be convenient for drill down in protecting a section of thick bamboo, avoid the drill bit and protect a contact, protect the drill bit simultaneously and protect a section of thick bamboo.
Optionally, after drilling is finished, water needs to be injected into the drill hole, the water injection amount is calculated according to the height of the underground water level and the diameter of the pile body, and a water pump with proper power is selected to ensure that the water injection work can be finished in the lifting process of the drilling machine; and when the drilling machine is lifted away from the bottom of the hole, injecting water into the hole, stopping injecting water after the liquid level in the hole is flush with the underground water level, and completely lifting the drill bit away from the pile hole.
Through adopting above-mentioned technical scheme, carry out the water injection to downthehole when the drill bit is lifted off the hole bottom, until downthehole water level and groundwater level face parallel and level, through downthehole water pressure and groundwater pressure in the soil body mutual balance to avoid groundwater pressure too big to lead to protecting a section of thick bamboo bottom soil body upwelling.
Optionally, the reinforcement cage is manufactured in a reinforcement prefabrication field in sections, main reinforcements among the sections are mechanically connected, the number of joints in the same section is not more than 50%, and the staggered distance of the joints is more than 35 d; the ends of two main bars to be connected are processed into straight threads by a rolling process, and then the two main bars are mutually connected by using a pipe wrench or a spanner through corresponding connecting sleeves to form the steel bar joint.
Through adopting above-mentioned technical scheme, can guarantee the joint strength between two sections upper and lower steel reinforcement cages, because connect quantity reduction, transfer the in-process at the steel reinforcement cage, reduce the connection degree of difficulty between two adjacent steel reinforcement cages, improve steel reinforcement cage installation effectiveness.
Optionally, after the installation of the steel reinforcement cage and the installation of the guide pipe are finished, hole depth measurement is carried out, the thickness of sediment at the bottom of the pile and the index of slurry are determined, secondary hole cleaning is carried out by adopting a gas lift reverse circulation method, and the slurry in the hole is ensured to be replaced for 3 times.
By adopting the technical scheme, the mud and floating sand at the bottom of the hole can be better removed, and the pouring quality of the pouring pile is improved.
Optionally, the upper end of the guide pipe is connected with a collecting funnel, a ball plug is placed at a funnel opening, concrete is put down from the storage hopper until the collecting funnel is filled with the concrete, at the moment, balls can be stirred, and the concrete in the storage hopper is ensured to continuously flow down to fill the guide pipe for bottom sealing while the balls are stirred; after the balls are pulled out, continuously supplying concrete to the mixing station, wherein the slump of the concrete is controlled to be 18-22 cm, and the initial suspected time is about 15-18 h; and controlling the buried depth of the guide pipe to be 2-6 m in the pouring process.
Through adopting above-mentioned technical scheme, can guarantee that the pipe upper end has sufficient concrete to supply with, avoid containing the bubble in the bored concrete pile that leads to because of the condition of appearing disconnected material in the pipe to improve bored concrete pile's the quality of pouring.
Optionally, in order to ensure the quality of the pile head, 1000-scale pouring and 1500mm over pouring of concrete are required, the elevation of the concrete in the pile casing is checked when the pile casing is pulled to the last section, and if the elevation of the top of the concrete pile is not enough, the slurry of the pile casing is cleaned up and secondary pouring is carried out.
Through adopting above-mentioned technical scheme, improve bored concrete pile's the height of pouring, be convenient for be connected with bridge structures.
In summary, the present application includes at least one of the following beneficial technical effects:
1. the wall protection is carried out by adopting the full-length steel casing, bentonite or chemical slurry wall protection is not adopted in the drilling process, hole collapse and hole shrinkage can be effectively avoided, and pollution to underground water is avoided while pile forming quality is improved.
2. This application protects a section of thick bamboo internally mounted at the steel and has spacing clamp, through the position of the square steel restriction steel reinforcement cage on the clamp, ensures the steel reinforcement cage between two parties, guarantees the thickness of pile body protective layer simultaneously.
3. This application is improved through the drill bit that adopts the bored concrete pile, has installed the water injection shower nozzle additional on traditional monocycle drill bit's basis, to downthehole water spray when drilling is accomplished and is promoted the drill bit, lets the soil pressure at the bottom of the water pressure balance hole, effectively avoids the condition of gushing soil at the bottom of the hole to take place.
4. The method is suitable for cast-in-situ bored pile construction in areas with soft geology, easy shrinkage, hole collapse and soil gushing at the hole bottom, is particularly suitable for cast-in-situ bored pile construction under severe geological conditions, and greatly improves the safety and quality of construction.
Drawings
Fig. 1 is a construction flowchart of an embodiment of the present application.
Fig. 2 is a schematic view of a state in which the casing is sunk in the embodiment of the present application.
Fig. 3 is a schematic structural diagram of a casing in an embodiment of the present application.
FIG. 4 is a schematic diagram illustrating a state of water injection in the hole in the embodiment of the present application.
Fig. 5 is a schematic view of the installation state of the reinforcement cage in the embodiment of the present application.
Fig. 6 is a diagram of the connection structure of adjacent reinforcement cages according to an embodiment of the present application.
Fig. 7 is a schematic view of the structure of the catheter used in the example of the present application.
Description of reference numerals: 1. protecting the cylinder; 11. a blade foot; 2. a collar clamp; 21. mounting rings 22 and square tubes; 3. a reinforcement cage; 31. a main rib; 32. a connecting sleeve; 4. a conduit; 41. an aggregate funnel; 5. a hole-forming drill bit; 6. and (4) a ball plug.
Detailed Description
The present application is described in further detail below with reference to figures 1-7.
Referring to fig. 1, the embodiment of the application discloses a construction method of a water-rich sandy stratum cast-in-situ bored pile, which comprises the following steps:
step 1: cleaning the site, and moving the drilling machine to a construction site for preparation in place;
before construction, a construction machine is used for leveling a construction site, removing impurities on the earth surface, rolling or replacing and filling according to needs, and partially replacing and filling stone powder slag to ensure that a drilling machine is stably installed; according to the requirement of a pile position design drawing, pile positions are measured and marked, a circle is drawn by lime with the pile positions as the centers, and holes can be formed after the pile positions are rechecked without errors; and measuring and positioning by using a total station instrument in the installation process of the drilling machine, wherein the center of the drill bit is required to be aligned to the center of a circle, and the center of the circle is required to be consistent with the design center of the pile foundation.
Step 2: drilling a hole by using a drilling machine, namely drilling the hole at the first stage by using the drilling machine, cleaning the hole bottom and the hole wall, wherein the drill bit of the drilling machine is 800mm or more, and the depth of the hole is 3-5 m;
in the embodiment, the drill bit is 800mm at the hole leading stage, the depth of the hole leading is 5m, the engineering drilling machine can effectively overcome the influence of the barrier, the barrier which cannot be drilled through is dug out by an excavator, and the damage to the turned edge of the pile casing 1 is prevented. The guide hole section can enable the protective cylinder 1 to smoothly enter the hole, reduces the friction force generated by the downward placement of the protective cylinder 1, ensures the stability of the inlet hole of the protective cylinder 1, reduces the insertion time of the protective cylinder 1, and ensures the smooth insertion of the protective cylinder 1.
And step 3: referring to fig. 2, a pile casing 1 sinks, the pile casing 1 is placed in a guide hole to the bottom of the guide hole, the pile casing 1 is righted, the pile casing is hammered downwards to the designed depth by means of a vibration hammer, when the pile casing 1 cannot sink due to self weight, the vibration hammer is started to pressurize and sink, if the pile casing cannot sink due to resistance, a fault is eliminated after the reason is found out, the operation is continued, and the pile casing cannot be pressurized forcibly;
referring to fig. 3, a steel pipe with the wall thickness of 10-12mm is used as a protection cylinder 1, the diameter of the outer wall of the protection cylinder 1 is 800mm, a plurality of cutting edges 11 are arranged at the lower opening of the protection cylinder 1 at the bottom, the lower ends of the cutting edges 11 are arranged to be tip ends, two inclined cutting edges are arranged on two sides of each tip end, the cutting edges are ground to form cutting edges, and the cutting edges are inserted downwards through the cutting edges, so that the resistance of downward placement of the protection cylinder 1 is reduced, and the protection cylinder 1 is guaranteed.
And 4, step 4: referring to fig. 4, a drilling machine is used for drilling holes, a hole-forming drill bit 5 with the diameter of less than 800mm is used for drilling holes by the drilling machine, a sufficient gap is reserved between the hole-forming drill bit 5 and the inner wall of the pile casing 1 when the hole is drilled downwards, the pile casing 1 is prevented from being damaged by drilling, in the embodiment, 780mm drill bits are used for the hole-forming drill bit 5 in the step 4, after the hole-forming drill bit 5 is replaced, the drilling machine is put in place again to the drilling position;
after drilling is finished, water needs to be injected into the drill hole, the water injection amount is calculated according to the height of the underground water level and the diameter of the pile body, and a water pump is selected to ensure that the water injection work can be finished in the lifting process of the drilling machine; when the drilling machine is lifted away from the bottom of the hole, water is injected into the hole, when the liquid level in the hole is level to the underground water level, the water injection is stopped, and the drill bit is completely lifted away from the pile hole; can external water injection pipe carry out the water injection, also can connect the water injection shower nozzle at the drill bit lower extreme, the drill bit middle part sets up the aqueduct, to water injection in the drill bit, through downthehole water pressure and in the soil body groundwater pressure mutual balance to avoid groundwater pressure too big to lead to protecting 1 bottom soil body upwelling of section of thick bamboo.
And 5: installing a reinforcement cage 2, namely, lowering the manufactured reinforcement cage 3 into a hole, lowering a section of the reinforcement cage 3 in a sectional installation mode, connecting the section of the reinforcement cage, and installing a tube opening hoop 2 in an opening at the upper end of a protective tube 1 before the last section of reinforcement cage 3 is installed to ensure that the reinforcement cage 3 is centered;
referring to fig. 3 and 5, when steel reinforcement cage 3 was installed, along with the degree of depth increase of transferring, steel reinforcement cage 3 connects gradually long, before the last section of installation, installation nozzle clamp 2, nozzle clamp 2 is including fixing collar 21 on protecting 1 inner wall of a section of thick bamboo and fixing a plurality of side's pipe 22 on collar 21 inner wall, side's pipe 22 axial direction is parallel with the axial direction who protects a section of thick bamboo 1, support the muscle of indulging of steel reinforcement cage 3 through side's pipe 22, make steel reinforcement cage 3 keep with the interval that protects 1 all directions of a section of thick bamboo the same.
Referring to fig. 6, the reinforcement cage 3 is set to a length standard of 3m, and is manufactured in sections in a reinforcement prefabrication field, main reinforcements 31 among the sections are mechanically connected, the number of joints in the same section is not more than 50%, and the joint staggering distance is more than 35 d; the ends of two main bars 31 to be connected are processed into straight threads by a rolling process, and then the two main bars 31 are connected with each other by a spanner through corresponding connecting sleeves 32 to form a reinforcing bar joint.
Referring to fig. 7, after the steel reinforcement cage 3 is installed, a guide pipe 4 is introduced into a drill hole, the guide pipe 4 is made of a plurality of phi 265 x 5 seamless single pipes, a horn-shaped aggregate funnel 41 is arranged at the top end of the guide pipe, a quick threaded joint is adopted between the single pipes, a watertight and joint tensile test must be carried out before use, a supervision engineer must be informed to arrive at a side station to carry out the watertight and joint tensile test, the water pressure of the watertight pressure-bearing test is required to be not less than 1.3 times of the water depth in the hole, and the guide pipe can be put into use only when meeting the requirements.
And after the guide pipe 4 is installed, measuring the hole depth, determining the thickness of the sediment at the bottom of the pile and the index of slurry, and performing secondary hole cleaning by adopting a gas lift reverse circulation method to ensure that the slurry in the hole is replaced for 3 times.
Step 6: and (3) pouring concrete, namely pouring the concrete into the hole through the guide pipe 4, lifting the guide pipe 4 to reduce the embedding depth of the guide pipe 4 and increase the embedding depth of the reinforcement cage 3 in the lower layer concrete after the concrete surface in the hole enters the reinforcement cage for 2m, and lifting one section of the guide pipe 4 when pouring one section of concrete.
Referring to fig. 7, a collecting funnel 41 is connected to the conduit 4, a ball plug 6 is placed at the funnel mouth of the collecting funnel 41, the concrete collecting funnel 41 is put down from the storage hopper and filled with the concrete, at this time, balls can be stirred, and the concrete in the storage hopper should be ensured to continuously flow down to fill the conduit 4 to seal the bottom at the same time of stirring the balls; the mixing station is continuously supplied with concrete after the shot is opened. The slump of the concrete is always controlled to be 20cm, the initial suspected time is 16h, and the depth of the guide pipe 4 embedded in the concrete is controlled to be 2m in the pouring process.
When the pouring is nearly finished, the height of the concrete column in the guide pipe 4 is reduced, the overpressure is reduced, the consistency and the specific gravity of slurry outside the guide pipe and contained muck are increased, if the concrete is difficult to rise, water can be added into the hole to dilute the slurry, and partial sediments can be taken out, so that the pouring is carried out quickly, and when the pipe is pulled out for the last time, the guide pipe is pulled out slowly to prevent the slurry at the upper part in the hole from being pressed into the pile.
And 7: the pile casing is pulled out, the pile casing 1 is pulled out through the vibration hammer, the pile casing 1 is pulled out, the operation is carried out at a constant speed, the pile casing 1 is pulled out and is kept perpendicular to a working face, the pile casing is completed under the command of constructors, and the perpendicularity of the pile casing 1 is guaranteed.
In order to ensure the quality of the pile head of the poured cast-in-place pile, concrete is poured by 1500mm in an over-pouring mode, the elevation of the concrete in the pile casing 1 is checked when the pile casing 1 is pulled to the last section, if the elevation of the top of the concrete pile is not enough, slurry of the pile casing 1 is cleaned up, and secondary pouring is carried out until the elevation is reached.
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 (10)
1. A construction method of a cast-in-situ bored pile in a water-rich sandy stratum is characterized by comprising the following steps:
cleaning the site, and moving the drilling machine to a construction site for preparation in place;
drilling a hole by using a drilling machine, namely drilling the hole at the first stage by using the drilling machine, and cleaning the bottom and the wall of the hole;
the protective cylinder sinks, the protective cylinder is placed in the guide hole to the bottom of the guide hole, the protective cylinder is righted, the protective cylinder is hammered downwards to the designed depth by means of mechanical equipment, when the protective cylinder cannot sink by self weight, a vibration hammer is started to pressurize and sink, if the protective cylinder cannot sink by resistance, the operation is continued after the reason is found, and the pressure cannot be forced;
drilling by a drilling machine, replacing a drill bit by the drilling machine, then putting the drilling machine in place again, and drilling until the elevation of the pile bottom is designed;
installing a reinforcement cage, namely lowering the manufactured reinforcement cage into a hole, installing the reinforcement cage in sections, and installing a tube opening hoop in a protective tube before the last section of reinforcement cage is installed to ensure that the reinforcement cage is centered;
pouring concrete, namely pouring the concrete into the hole through a guide pipe, lifting the guide pipe to reduce the embedding depth of the guide pipe and increase the embedding depth of the reinforcement cage in the lower layer of concrete after the concrete surface in the hole enters the reinforcement cage for 1-2m, and lifting one section of guide pipe when pouring one section of concrete;
the pile casing is pulled out through mechanical equipment, the pile casing is pulled out at a constant speed in the pile casing pulling-out process, the pile casing is pulled out to be vertical, and the pile casing pulling-out process is finished under the command of constructors, so that the verticality of the pile casing is guaranteed.
2. The method for constructing the bored pile in the water-rich sandy stratum according to claim 1, characterized in that: before construction, leveling a construction site by using a construction machine, removing impurities on the earth surface, and rolling or replacing and filling according to requirements; according to the requirement of a pile position design drawing, pile positions are measured and marked, a circle is drawn by lime with the pile positions as the centers, and holes can be formed after the pile positions are rechecked without errors; and measuring and positioning by using a total station instrument in the installation process of the drilling machine, wherein the center of the drill bit is required to be aligned to the center of a circle, and the center of the circle is required to be consistent with the design center of the pile foundation.
3. The method for constructing the bored pile in the water-rich sandy stratum according to claim 1, characterized in that: a drill bit of 800mm or more is selected as a drill leading hole of the drilling machine, the leading hole depth is 3-5m, and the barrier which cannot be drilled through is dug out by adopting excavating equipment.
4. The method for constructing the bored pile in the water-rich sandy stratum according to claim 1, characterized in that: a steel pipe with the wall thickness of 10-12mm is used as a protective cylinder, and a cutting edge is arranged at an opening of the lowermost protective cylinder, so that the downward-placing resistance of the protective cylinder is reduced, and the protective cylinder is ensured to be smoothly placed in place.
5. The method for constructing the bored pile in the water-rich sandy stratum according to claim 1, characterized in that: the drill bit with the diameter less than 800mm is adopted for hole forming of the drilling machine, and a sufficient gap is reserved between the drill bit and the inner wall of the protective cylinder, so that the protective cylinder is prevented from being damaged by drilling.
6. The method for constructing the bored pile in the water-rich sandy stratum according to claim 1, characterized in that: after drilling is finished, water needs to be injected into the drill hole, the water injection amount is calculated according to the height of the underground water level and the diameter of the pile body, and a water pump with proper power is selected to ensure that the water injection work can be finished in the lifting process of the drilling machine; and when the drilling machine is lifted away from the bottom of the hole, injecting water into the hole, stopping injecting water after the liquid level in the hole is flush with the underground water level, and completely lifting the drill bit away from the pile hole.
7. The method for constructing the bored pile in the water-rich sandy stratum according to claim 1, characterized in that: the reinforcement cages are uniformly manufactured in sections of a reinforcement prefabricating field, main reinforcements among the sections are mechanically connected, the number of joints in the same section is not more than 50%, and the staggered distance of the joints is more than 35 d; the ends of two main bars to be connected are processed into straight threads by a rolling process, and then the two main bars are mutually connected by using a pipe wrench or a spanner through corresponding connecting sleeves to form the steel bar joint.
8. The method for constructing the bored pile in the water-rich sandy stratum according to claim 1, characterized in that: and after the steel reinforcement cage installation and the guide pipe installation are finished, hole depth measurement is carried out, the thickness of sediment at the bottom of the pile and the slurry index are determined, secondary hole cleaning is carried out by adopting a gas lift reverse circulation method, and the slurry in the hole is ensured to be replaced for 3 times.
9. The method for constructing the bored pile in the water-rich sandy stratum according to claim 8, characterized in that: the upper end of the guide pipe is connected with a collecting funnel, a ball plug is arranged at a funnel opening, concrete is put down from the storage hopper until the collecting funnel is filled with the concrete, at the moment, balls can be stirred, and the concrete in the storage hopper is ensured to continuously flow down to fill the guide pipe for bottom sealing while the balls are stirred; after the balls are pulled out, continuously supplying concrete to the mixing station, wherein the slump of the concrete is controlled to be 18-22 cm, and the initial suspected time is about 15-18 h; and controlling the buried depth of the guide pipe to be 2-6 m in the pouring process.
10. The method for constructing the bored pile in the water-rich sandy stratum according to claim 1, characterized in that: in order to ensure the quality of the pile head, 1000-scale pouring and 1500mm over pouring of concrete are required, the elevation of the concrete in the pile casing is checked when the pile casing is pulled to the last section, and if the elevation of the top of the concrete pile is not enough, the slurry of the pile casing is cleaned up to carry out secondary pouring.
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| CN113137190A (en) * | 2021-05-13 | 2021-07-20 | 中信国安建工集团有限公司 | Rotary drilling rig drill rod component and rotary drilling rig |
| CN113309084A (en) * | 2021-06-02 | 2021-08-27 | 甘肃路桥第四公路工程有限责任公司 | Construction method for full casing of underwater cast-in-situ bored pile |
| CN113699981A (en) * | 2021-09-07 | 2021-11-26 | 中冶建工集团有限公司 | Construction method for preventing necking of rotary-digging cast-in-place pile in high-fill field |
| CN114250768A (en) * | 2021-12-24 | 2022-03-29 | 乐山市通达交通勘察设计有限责任公司 | Wall protection method in construction of cast-in-situ bored pile of highway engineering bridge |
| CN114753354A (en) * | 2022-04-20 | 2022-07-15 | 中建八局第三建设有限公司 | Water-rich sandy gravel geological pile forming construction method |
| CN114960641A (en) * | 2022-05-30 | 2022-08-30 | 中铁二十三局集团有限公司 | Foundation pile construction method based on steel casing |
| CN115434304A (en) * | 2022-08-06 | 2022-12-06 | 河南黄河河务局工程建设中心 | Construction method for long auger bored pile super-long reinforcement cage pile-entering hole |
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Application publication date: 20210416 |