CN114263171A - Construction method for root pile top drive pipe following drilling splitting grouting pile forming - Google Patents
Construction method for root pile top drive pipe following drilling splitting grouting pile forming Download PDFInfo
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- CN114263171A CN114263171A CN202111505165.0A CN202111505165A CN114263171A CN 114263171 A CN114263171 A CN 114263171A CN 202111505165 A CN202111505165 A CN 202111505165A CN 114263171 A CN114263171 A CN 114263171A
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- 238000010276 construction Methods 0.000 title claims abstract description 39
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 40
- 238000000034 method Methods 0.000 claims abstract description 31
- 238000007789 sealing Methods 0.000 claims abstract description 29
- 239000000463 material Substances 0.000 claims abstract description 27
- 238000004140 cleaning Methods 0.000 claims abstract description 23
- 239000004568 cement Substances 0.000 claims abstract description 22
- 239000002002 slurry Substances 0.000 claims abstract description 22
- 238000004519 manufacturing process Methods 0.000 claims abstract description 7
- 239000002689 soil Substances 0.000 claims description 26
- 239000011440 grout Substances 0.000 claims description 6
- 239000011083 cement mortar Substances 0.000 claims description 5
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- 240000007594 Oryza sativa Species 0.000 description 2
- 235000007164 Oryza sativa Nutrition 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- FJJCIZWZNKZHII-UHFFFAOYSA-N [4,6-bis(cyanoamino)-1,3,5-triazin-2-yl]cyanamide Chemical compound N#CNC1=NC(NC#N)=NC(NC#N)=N1 FJJCIZWZNKZHII-UHFFFAOYSA-N 0.000 description 2
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Abstract
The invention discloses a construction method for forming a pile by pipe-following drilling splitting grouting for top drive of a tree root pile, which comprises the following steps: s1, pile position measurement lofting; s2, drilling a top driving force following pipe protection wall; s3, primary hole cleaning; s4, manufacturing and placing a grouting steel pipe; s5, filling gravel materials between the sleeve and the grouting steel pipe; s6, removing the wall protection sleeve; s7, installing a bolt type hole packer; s8, secondary hole cleaning; s9, preparing cement slurry; s10, primary normal pressure grouting; and S11, secondary high-pressure grouting. The construction method provided by the invention has the advantages that the top drive rotary drilling machine is used for providing power, the full casing pipe following drilling is adopted for forming holes, the holes are synchronously cleaned by using high-pressure water in the drilling process, the grouting steel pipe is placed in the casing pipe after the drilling is finished, gravel materials are filled in gaps between the wall protection casing pipe and the grouting steel pipe, the following pipe casing pipe is pulled out and then grouting is respectively carried out, and a bolt type hole sealing process is adopted for effectively sealing a grouting guide pipe port during grouting, so that the grouting effect is ensured.
Description
Technical Field
The invention relates to the technical field of grouting pile-forming construction, in particular to a construction method for a root pile top drive pipe-following drilling split grouting pile-forming.
Background
The root pile is a small-diameter cast-in-place bored pile, the diameter of the root pile is usually 100-300 mm, the root pile is drilled by a rotation method under the guidance of a steel sleeve abroad, when the root pile is used in underpinning engineering, the root pile is usually drilled through the foundation of an existing building and enters foundation soil until the designed elevation, and reinforcing steel bars (the number of the reinforcing steel bars is from one to several and is determined according to the diameter of the pile) are placed after holes are cleared; simultaneously placing a grouting guide pipe, and then injecting cement paste or cement mortar by pressure; and (3) forming the pile by pouring, vibrating and pulling the pipe (slurry lifting method). Or placing a reinforcement cage, placing broken stones, and then injecting cement paste or cement mortar to form the pile. The stumps may be vertical or inclined, depending on design requirements; can also be single or in rows; can be end-bearing piles or friction piles. The existing tree root pile is widely applied to soft soil foundation reinforcement treatment, during construction, a hole is usually drilled to a designed hole bottom elevation, a grouting guide pipe is placed after the hole is cleaned, gravel materials are filled in the hole, and then primary normal pressure grouting and secondary high pressure grouting are respectively carried out in the hole to form a pile, so that the effect of stratum reinforcement is achieved.
In the specific construction process, the fact that a huge thick soft soil layer is covered on a construction site, underground water content is rich, when a tree root pile is needed to be adopted to carry out foundation stabilization treatment on a bank slope, a general geological drilling machine is adopted to form holes, holes collapse, necking down and deflection occur in the drilled holes due to loose and soft stratum and large water content, grouting pipes are difficult to put in, gravel materials cannot be filled in the holes, the grouting effect is poor, and the site construction cannot meet the design requirements.
Therefore, the invention provides a construction method for forming a pile by drilling splitting grouting with a pipe in the top drive of a tree root pile, aiming at the problems of easy hole collapse of a drill hole, difficult gravel filling, poor grouting effect and the like in the construction process of the tree root pile of a soft soil foundation and integrating the actual field conditions and the construction characteristics.
Disclosure of Invention
In order to overcome the defects of the prior art, the invention provides a construction method for forming a root pile by drilling and splitting grouting with a top drive follow pipe, wherein a top drive rotary drilling machine is used for providing power, a full casing pipe is used for drilling and forming a hole, high-pressure water is used for cleaning the hole synchronously in the drilling process, a grouting steel pipe is put down in the casing pipe after the drilling is finished, gravel materials are filled in a gap between a wall protection casing pipe and the grouting steel pipe, primary normal-pressure grouting and secondary high-pressure splitting grouting are respectively carried out after the casing pipe of the follow pipe is pulled out, and a bolt type hole sealing process is used for effectively sealing a grouting guide pipe port during grouting, so that the grouting effect is ensured.
The technical scheme adopted by the invention for solving the technical problems is as follows:
a construction method for forming a pile by pipe-following drilling splitting grouting of a top drive of a root pile comprises the following steps:
s1 pile position measuring lofting
Lofting according to the requirements of a design drawing;
s2 top driving force wall protecting drilling
Installing a first section of casing with a pipe shoe drill bit, installing a hydraulic driving head at the top of a drilling machine, and injecting high-pressure water at the top of a drill rod of the drilling machine to impact a soil body in the casing in the drilling process;
s3, cleaning the hole at one time
After finishing the hole, lifting the drill bit 20cm away from the bottom of the hole, starting the drill bit to rotate at a low speed, and simultaneously introducing high-pressure water into the sleeve by using a high-pressure submersible electric pump to clean the hole for the first time;
s4, manufacturing and placing of grouting steel pipe
The grouting steel pipe is a carbon steel pipe, and a grouting hole is formed in the lower part of the grouting steel pipe; placing the grouted steel pipe into the sleeve;
s5 gravel filling material between casing and grouting steel pipe
Filling gravel materials into an annular space between the casing and the grouting steel pipe until the gravel materials are filled to the opening of the casing;
s6 removing the wall-protecting sleeve
A drilling machine is adopted to pull up the sleeve in sections;
s7 mounting bolt type hole packer
After the sleeve is completely pulled out, mounting a bolt type hole packer on the grouting steel pipe;
s8, secondary hole cleaning
Injecting clear water into the grouting steel pipe, taking out mud residues in the hole after the sleeve is pulled up until clear water returns from the hole opening, and cleaning the hole for the second time;
s9 production of Cement mortar
Pouring cement into a stirring barrel, and uniformly adding water to prepare cement paste;
s10, primary normal pressure grouting
Controlling the pressure of primary normal pressure grouting to be 0.5-0.8MPa, and finishing grouting until the specific gravity of orifice slurry return is the same as that of cement slurry;
s11, secondary high-pressure grouting
Performing secondary high-pressure grouting after the interval of 2-3 hours after the primary normal-pressure grouting is finished;
further, the specific construction process in step S2 is as follows: installing a first section of casing with a pipe shoe drill bit, installing a hydraulic driving head at the top of a drilling machine, drilling the casing into the stratum by using the top driving rotary power of the drilling machine, and injecting high-pressure water at the top of a drill rod of the drilling machine to impact the soil body inside the casing in the drilling process; in the drilling process, high-pressure water with the pressure of 10MPa is pumped from the top of the drill rod to be matched with drilling, the high-pressure water impacts the soil body in the casing pipe, the drilling resistance of the casing pipe is reduced, and meanwhile, the soil body in the casing pipe is punched out of the bottom of the casing pipe to realize hole cleaning.
Further, the specific construction process in step S3 is as follows: after finishing the hole, lifting the drill bit 20cm away from the bottom of the hole, starting the drill bit to rotate at a low speed, and simultaneously introducing high-pressure water into the sleeve by using a high-pressure submersible electric pump to clean the hole for the first time; thoroughly taking out the mud skin and a small amount of micro-fine sand particles in the hole from the hole through primary hole cleaning, and preparing for secondary hole cleaning;
further, the specific construction process in step S7 is as follows: after the sleeve is completely pulled out, clamping a buckle of the bolt type hole packer on the grouting steel pipe, then penetrating a bolt to tighten a nut, and firmly fixing the buckle on the grouting guide pipe; sleeving a sealing cap on the pipe orifice of the grouting guide pipe, aligning the bolt hole position with the lower buckle bolt hole, inserting a connecting bolt into the sealing cap and the lower buckle bolt hole, and screwing a nut; connecting the grouting guide pipe to a bolt type hole packer to ensure that a joint is screwed down;
furthermore, the bolt type hole packer comprises a sealing cap, a grouting guide pipe arranged at the top of the sealing cap and buckles for connecting the sealing cap and the grouting steel pipe together, wherein the buckles are arranged on the sealing cap and the grouting guide pipe, and are connected and fixed through bolts to fasten the grouting steel pipe at the lower part of the sealing cap.
Further, the specific construction process in step S10 is as follows: the primary normal pressure grouting pressure is controlled to be 0.5-0.8MPa, the grouting flow is 32-47L/min, the grout returns from the bottom of the grouting steel pipe along with the progress of grouting, and the injected cement grout gradually replaces clean water in the hole;
further, the specific construction process in step S11 is as follows: performing secondary high-pressure grouting after the interval of 2-3h (during initial setting) after the primary common grouting is finished; the secondary high-pressure grouting pressure is 2-4MPa, when the grouting guide pipe is filled with cement slurry, the pressure is stabilized for 5min under the pressure of 2MPa until dense slurry returns to the orifice; after the secondary high-pressure grouting is finished, removing the bolt type hole packer at the top of the grouting steel pipe;
the invention has the beneficial effects that:
1. high hole forming efficiency
According to the invention, a top driving force is adopted to carry out rotary drilling to form a hole, the outer sleeve drill bit carries out impact rotary cutting on the soil body under high-frequency vibration, and simultaneously, the high-pressure water is matched to carry out cutting and washing on the soil body inside the sleeve, so that the drilling efficiency is greatly improved;
2. the integrity of the pile body is good
According to the invention, the gravel material is filled in the sleeve after the hole is formed by the full sleeve pipe-following protective wall, so that the problem that the quality of the pile body is influenced due to insufficient gravel material filling caused by hole wall collapse is avoided, and the integrity of the pile body is effectively ensured;
3. good reinforcing effect
The novel bolt type hole packer is adopted during grouting, the problem that grouting effect is not ideal due to insufficient grouting pressure and orifice leakage during high-pressure grouting is solved, and the foundation reinforcement effect is effectively improved.
The technical principle and the improvement are as follows:
1. the drilling machine adopts top drive rotary drilling, compared with a common rotary drilling machine, the power head of the top drive power drilling machine can realize high-frequency reciprocating vibration, and drive the sleeve and the drill bit to impact, rotate and cut the soil body for drilling. The vibration frequency of the top driving force drilling machine adopted by the invention can reach 2800 times per minute, high-frequency impact force is generated on the foundation soil body, the crushing capability is improved, and the drilling efficiency is improved;
2. in order to ensure the pile-forming quality of the miniature tree root pile, the invention adopts full casing pipe following drilling to form the hole, namely the full casing pipe following drilling is to arrange a pipe shoe drill bit made of alloy material at the bottom of the casing pipe, the casing pipe drill bit has good cutting capability on the soil body under the action of top drive rotation, and not only drills the broken soil layer, but also plays a complete wall protection role.
When the top drive drilling is carried out, high-pressure water with the pressure of 10MPa is injected from the top of the drill rod to be matched with the drilling, the high-pressure water impacts the soil body in the casing at a high speed, the drilling resistance of the casing is reduced, the soil body in the casing is punched and extruded out of the bottom of the casing, and effective slag discharge is realized.
When the casing pipe is drilled to the designed elevation, the grouting steel pipe is placed in the casing pipe, gravel materials are filled into an annular space between the casing pipe and the grouting steel pipe under the action of casing pipe wall protection, and the casing pipe is pulled upwards when the gravel materials are filled into the ground, so that the diameter of a drilled hole is ensured, and the gravel materials filled back meet the design requirements.
3. And during grouting, an assembly type bolt hole sealing technology is adopted, and effective hole sealing is carried out on the top of the grouting steel pipe. The assembled bolt type hole packer mainly comprises two parts, wherein the upper part is a steel sealing cap with a hole, and the lower part is a buckle. The top of the sealing cap is provided with a hole for connecting a grouting guide pipe, and a two-layer rubber sealing ring is arranged in the sealing cap to play a role in grouting and sealing; the buckle is fastened on the outer side of the grouting steel pipe to play a role in fixing; the sealing cap and the buckle are connected through the bolt, and recoil force generated during grouting is counteracted by utilizing the buckle and the outer wall fastening force, so that sealing and fixing effects are achieved. The assembled bolt type hole packer is used for hole sealing, so that the problems of discontinuous grouting caused by slurry leakage and poor pile body quality caused by unstable slurry pressure during high-pressure grouting can be effectively solved.
Drawings
The invention is further illustrated with reference to the following figures and examples.
FIG. 1 is a process flow diagram of the construction method of the present invention;
FIG. 2 is a schematic view of the top drive drilling of the present invention;
FIG. 3 is a schematic view of gravel filling between the casing and the grouting steel pipe according to the present invention;
FIG. 4 is a schematic illustration of a fabricated bolt-type hole packer of the present invention;
description of reference numerals: 1. high-pressure water; 2. a pipe shoe drill bit; 3. soft soil foundation; 4. a sleeve; 5. threading; 6. a power head; 7. a gravel material; 8. grouting the steel pipe; 9. a bolt type hole packer; 91. a sealing cap; 92. a grouting guide pipe; 93. buckling; 94. and (4) bolts.
Detailed Description
The present invention will be further described with reference to the following examples for facilitating understanding of those skilled in the art, and the description of the embodiments is not intended to limit the present invention.
Item introduction: a certain general wharf second-stage engineering project site is positioned on the port coasts, a huge and thick soft soil layer is covered on the site, the underground water content is rich, and a tree root pile is required to be adopted to perform foundation reinforcement treatment on a bank slope; the foundation treatment adopts a tree root pile composite foundation, the pile diameter is designed to be 200mm, the average pile length is designed to be 24m, the quincunx arrangement is adopted, the pile spacing is 1.5m, and the bearing stratum is strongly weathered sandstone. When the project is constructed, a common geological drilling machine is adopted for hole forming, and due to the fact that the stratum is soft and the water content is large, hole collapse, necking and deflection occur in the drilled hole, the grouting guide pipe is difficult to put in, gravel materials cannot be filled in the hole, the grouting effect is poor, and the field construction cannot meet the design requirements. The construction was carried out by changing the construction method to that described in example 1 below.
Example 1
A construction method for forming a pile by pipe-following drilling splitting grouting of a top drive of a root pile comprises the following steps:
s1 pile position measuring lofting
1) Setting out according to the requirements of a design drawing, arranging the positions of all the tree root piles on a soft soil foundation 3 on a project, inserting positioning steel bars, numbering the positions of all the pile holes, and rechecking the pile positions of the tree root piles after a drill bit is in place;
2) arranging a positioning axis in the field so as to check a part of pile position marks in construction after the marks are disturbed;
s2 top driving force wall protecting drilling
1) Paving a pavement slab at a construction position to be used as a working platform of a drilling machine so as to prevent the drilling machine from being unevenly sunk or inclined;
2) installing a first section of casing 4 with a pipe shoe drill bit 2, installing a hydraulic driving head 6 at the top of a drilling machine, drilling the casing 4 into the stratum by using the top driving rotary power of the drilling machine, and injecting high-pressure water 1 at the top of a drill rod of the drilling machine to impact the soil body in the casing in the drilling process; when the sleeve needs to be lengthened, the sleeve can be connected through the screw thread 5 to lengthen the sleeve;
3) in the drilling process, high-pressure water 1 with the pressure of 10MPa is pumped from the top of the drill rod to be matched with drilling, the high-pressure water 1 impacts the soil body in the sleeve, the drilling resistance of the sleeve is reduced, and meanwhile, the soil body in the sleeve is punched out of the bottom of the sleeve to realize hole cleaning;
the high-pressure water pump adopts a QX125-100/5-9.2 type sewage submersible electric pump, the power of the pump is 9.2kW, the lift is 100m, and the flow rate is 125m3/h；
4) During drilling, the three fixtures below are matched with a power head of a drilling machine to rotate and additionally connect a casing pipe, and meanwhile, a small suspension device and a pipe placing frame of the drilling machine are matched with manpower to hoist and store the casing pipe;
5) an inclinometer is arranged on a feeding guide rail of a power head 6 of the drilling machine, the verticality of a drill rod is displayed in real time on an electronic screen in a cockpit, and manual inclination measurement is matched with the drilling machine to correct errors in real time in the specific drilling process;
s3, cleaning the hole at one time
1) After finishing the hole, lifting the drill bit 20cm away from the bottom of the hole, opening and slowly rotating, and simultaneously introducing high-pressure water into the sleeve 4 by using a high-pressure submersible electric pump to clean the hole for the first time;
2) thoroughly taking out the mud skin and a small amount of micro-fine sand particles in the hole from the hole through primary hole cleaning, and preparing for secondary hole cleaning;
s4, manufacturing and placing of grouting steel pipe
1) The grouting steel pipe 8 is a carbon steel pipe with the diameter of 89mm and the wall thickness of 6mm, and three grouting holes with the diameter of 6mm are uniformly arranged in the lower part within 3m at intervals of 30cm around the body; one end of the steel pipe is welded with a steel pipe with the inner diameter of 91mm, the wall thickness of 6mm and the length of 20cm, and the steel pipe is used for welding the length of the steel pipe sleeve;
2) 3 positioning steel bars are welded at the bottom of the grouting steel pipe 8, so that a gap with the height of 100mm can be reserved between the steel pipe and the hole bottom; three centering frames are uniformly arranged on the grouting steel pipe every 3m so as to center the grouting steel pipe;
3) the grouting steel pipe is placed down by a crane, the steel pipe is clamped by a clamp when the steel pipe is connected, the clamp is loosened after welding, the steel pipe is placed down continuously until the grouting steel pipe reaches the designed elevation, and the verticality is detected by an inclination measuring ruler after the steel pipe is sleeved, welded and butted;
s5 gravel filling material between casing and grouting steel pipe
1) The gravel material 7 adopts cleaned melon and rice stones with the grain diameter of 5-10mm, and the melon and rice stones are firstly metered into an orifice filler funnel;
2) filling gravel materials 7 into an annular space between the casing and the grouting steel pipe until the gravel materials are filled to the opening of the casing;
s6 removing the wall-protecting sleeve
1) The casing pipe is pulled up in sections by a drilling machine, and the casing pipe is rotated slowly at a low speed in the pulling up process, so that the displacement of the grouting steel pipe caused by quick diffusion of gravel materials due to over-quick pulling up is prevented; when the casing pipe is pulled out, the casing pipe is pulled out vertically along the central line, so that disturbance to the grouting steel pipe is prevented;
2) a drilling machine power head is matched with a lower clamp to pull up and disassemble a wall protection sleeve, the detached sleeve is manually placed into a sleeve frame through a small crane provided by the drilling machine, after a following sleeve is pulled out, a temporary steel protection cylinder with the length of 1m is timely inserted into a hole to stabilize an orifice stratum, so that a grouting guide pipe is prevented from being extruded due to hole collapse of the orifice stratum, and the orifice temporary protection cylinder is placed;
3) after the temporary casing is installed in place, gravel materials are filled into the hole to the position of the hole opening so as to fix the grouting steel pipe; when filling materials are supplemented, the opening of the grouting steel pipe is blocked to prevent gravel materials from being filled, and a triangular positioning frame is placed at the opening of a casing pipe to enable the grouting steel pipe to be positioned at the center of the casing pipe, namely the center of a pile hole;
s7 mounting bolt type hole packer
1) After the sleeve is completely pulled out, the buckle 93 of the bolt type hole packer 9 is clamped on the grouting steel pipe 8, then a bolt 94 is penetrated to screw a nut, and the buckle 93 is firmly fixed on the grouting steel pipe 8;
2) sleeving a sealing cap 91 on the pipe orifice of the grouting guide pipe 92, aligning the hole position of a bolt 94 with the hole position of a lower buckle bolt 94, inserting a connecting bolt into the sealing cap 91 and the lower buckle bolt hole, and screwing a nut;
3) connecting the grouting guide pipe 92 to the bolt type hole packer 9 to ensure that the joint is screwed down;
s8, secondary hole cleaning
1) BW150 type high-pressure grouting pump is adopted for secondary hole cleaning and water injection, the maximum flow of the grouting pump is 150L/min, and the maximum discharge pressure is 7 Mpa;
2) injecting clear water into the grouting steel pipe, taking out mud residues in the hole after the sleeve is pulled up until clear water returns from the hole opening, and cleaning the hole for the second time;
s9 production of Cement mortar
1) Pouring the cement into a stirring barrel by using 42.5R early-strength ordinary portland cement, uniformly adding water, preparing cement paste according to a water-cement ratio of 0.6, and detecting whether the specific gravity of the cement paste meets the requirement or not;
2) guiding the cement slurry after being uniformly stirred into a slurry pool, and performing secondary stirring to ensure that the supply amount of the slurry is sufficient and the slurry is uniform;
s10, primary normal pressure grouting
1) The primary normal pressure grouting pressure is controlled to be 0.5-0.8MPa, the grouting flow is 32-47L/min, the grout returns from the bottom of the grouting steel pipe along with the progress of grouting, and the injected cement grout gradually replaces clean water in the hole;
2) primary normal pressure grouting is finished until the specific gravity of the orifice return slurry is the same as that of the cement slurry; in the initial setting process of cement slurry, gravel materials are timely filled into the pile to the hole opening. Note that: secondary high-pressure grouting can be carried out when the primary normal-pressure grouting slurry is initially set;
s11, secondary high-pressure grouting
1) Performing secondary high-pressure grouting after the interval of 2-3h (during initial setting) after the primary common grouting is finished;
2) the secondary high-pressure grouting pressure is 2-4MPa, when the grouting guide pipe is filled with cement slurry, the pressure is stabilized for 5min under the pressure of 2MPa until dense slurry returns to the orifice; after the secondary high-pressure grouting is finished, removing the bolt type hole packer at the top of the grouting steel pipe;
3) after grouting, cleaning the grouting guide pipe to prevent the influence of guide pipe blockage on next normal pressure grouting, and finally forming a pile after grouting;
the above-described embodiments are preferred implementations of the present invention, and the present invention may be implemented in other ways without departing from the spirit of the present invention.
Claims (7)
1. A construction method for forming a pile by pipe-following drilling splitting grouting of a tree root pile top drive is characterized by comprising the following steps of: the method comprises the following steps:
s1 pile position measuring lofting
Lofting according to the requirements of a design drawing;
s2 top driving force wall protecting drilling
Installing a first section of casing with a pipe shoe drill bit, installing a hydraulic driving head at the top of a drilling machine, and injecting high-pressure water at the top of a drill rod of the drilling machine to impact a soil body in the casing in the drilling process;
s3, cleaning the hole at one time
After finishing the hole, lifting the drill bit 20cm away from the bottom of the hole, starting the drill bit to rotate at a low speed, and simultaneously introducing high-pressure water into the sleeve by using a high-pressure submersible electric pump to clean the hole for the first time;
s4, manufacturing and placing of grouting steel pipe
The grouting steel pipe is a carbon steel pipe, and a grouting hole is formed in the lower part of the grouting steel pipe; placing the grouted steel pipe into the sleeve;
s5 gravel filling material between casing and grouting steel pipe
Filling gravel materials into an annular space between the casing and the grouting steel pipe until the gravel materials are filled to the opening of the casing;
s6 removing the wall-protecting sleeve
A drilling machine is adopted to pull up the sleeve in sections;
s7 mounting bolt type hole packer
After the sleeve is completely pulled out, mounting a bolt type hole packer on the grouting steel pipe;
s8, secondary hole cleaning
Injecting clear water into the grouting steel pipe, taking out mud residues in the hole after the sleeve is pulled up until clear water returns from the hole opening, and cleaning the hole for the second time;
s9 production of Cement mortar
Pouring cement into a stirring barrel, and uniformly adding water to prepare cement paste;
s10, primary normal pressure grouting
Controlling the pressure of primary normal pressure grouting to be 0.5-0.8MPa, and finishing grouting until the specific gravity of orifice slurry return is the same as that of cement slurry;
s11, secondary high-pressure grouting
And performing secondary high-pressure grouting after the interval of 2-3 hours after the primary normal-pressure grouting is finished.
2. The construction method of the root pile top drive pipe following drilling splitting grouting pile forming according to claim 1, characterized in that: the construction process of the step S2 is as follows: installing a first section of casing with a pipe shoe drill bit, installing a hydraulic driving head at the top of a drilling machine, drilling the casing into the stratum by using the top driving rotary power of the drilling machine, and injecting high-pressure water at the top of a drill rod of the drilling machine to impact the soil body inside the casing in the drilling process; in the drilling process, high-pressure water with the pressure of 10MPa is pumped from the top of the drill rod to be matched with drilling, the high-pressure water impacts the soil body in the casing pipe, the drilling resistance of the casing pipe is reduced, and meanwhile, the soil body in the casing pipe is punched out of the bottom of the casing pipe to realize hole cleaning.
3. The construction method of the root pile top drive pipe following drilling splitting grouting pile forming according to claim 1, characterized in that: the construction process of the step S3 is as follows: after finishing the hole, lifting the drill bit 20cm away from the bottom of the hole, starting the drill bit to rotate at a low speed, and simultaneously introducing high-pressure water into the sleeve by using a high-pressure submersible electric pump to clean the hole for the first time; and (4) thoroughly taking out the mud skin and a small amount of micro-fine sand particles in the hole from the hole through primary hole cleaning, and preparing for secondary hole cleaning.
4. The construction method of the root pile top drive pipe following drilling splitting grouting pile forming according to claim 1, characterized in that: the construction process of the step S7 is as follows: after the sleeve is completely pulled out, clamping a buckle of the bolt type hole packer on the grouting steel pipe, then penetrating a bolt to tighten a nut, and firmly fixing the buckle on the grouting guide pipe; sleeving a sealing cap on the pipe orifice of the grouting guide pipe, aligning the bolt hole position with the lower buckle bolt hole, inserting a connecting bolt into the sealing cap and the lower buckle bolt hole, and screwing a nut; connecting the grouting guide pipe to the bolt type hole packer to ensure that the joint is screwed tightly.
5. The construction method of the root pile top drive pipe following drilling splitting grouting pile forming according to claim 1, characterized in that: the bolt type hole packer comprises a sealing cap, a grouting guide pipe arranged at the top of the sealing cap, a buckle for connecting the sealing cap and a grouting steel pipe together, and a bolt arranged on the buckle.
6. The construction method of the root pile top drive pipe following drilling splitting grouting pile forming according to claim 1, characterized in that: the construction process of the step S10 is as follows: the primary normal pressure grouting pressure is controlled to be 0.5-0.8MPa, the grouting flow is 32-47L/min, the grout returns from the bottom of the grouting steel pipe along with the progress of grouting, and the injected cement grout gradually replaces clean water in the hole.
7. The construction method of the root pile top drive pipe following drilling splitting grouting pile forming according to claim 1, characterized in that: the construction process of the step S11 is as follows: performing secondary high-pressure grouting after the interval of 2-3 hours after the primary common grouting is finished; the secondary high-pressure grouting pressure is 2-4MPa, when the grouting guide pipe is filled with cement slurry, the pressure is stabilized for 5min under the pressure of 2MPa until dense slurry returns to the orifice; and (5) finishing secondary high-pressure grouting, and removing the bolt type hole packer at the top of the grouting steel pipe.
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