CN118128048A - Grouting method after pile implantation - Google Patents
Grouting method after pile implantation Download PDFInfo
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- CN118128048A CN118128048A CN202410294946.7A CN202410294946A CN118128048A CN 118128048 A CN118128048 A CN 118128048A CN 202410294946 A CN202410294946 A CN 202410294946A CN 118128048 A CN118128048 A CN 118128048A
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- 238000000034 method Methods 0.000 title claims abstract description 35
- 238000002513 implantation Methods 0.000 title claims description 13
- 239000004568 cement Substances 0.000 claims abstract description 60
- 239000002689 soil Substances 0.000 claims abstract description 46
- 238000005553 drilling Methods 0.000 claims abstract description 21
- 239000002002 slurry Substances 0.000 claims abstract description 17
- 238000003825 pressing Methods 0.000 claims abstract description 11
- 238000007789 sealing Methods 0.000 claims abstract description 11
- 239000011425 bamboo Substances 0.000 claims description 16
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 16
- 235000017166 Bambusa arundinacea Nutrition 0.000 claims description 14
- 235000017491 Bambusa tulda Nutrition 0.000 claims description 14
- 241001330002 Bambuseae Species 0.000 claims description 14
- 235000015334 Phyllostachys viridis Nutrition 0.000 claims description 14
- 230000008569 process Effects 0.000 claims description 10
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 6
- 230000003068 static effect Effects 0.000 claims description 6
- 230000008859 change Effects 0.000 claims description 3
- 239000002131 composite material Substances 0.000 claims description 3
- 229910052742 iron Inorganic materials 0.000 claims description 3
- 238000002360 preparation method Methods 0.000 claims description 3
- 238000011065 in-situ storage Methods 0.000 claims 1
- 238000010276 construction Methods 0.000 abstract description 15
- 230000008901 benefit Effects 0.000 abstract description 9
- 230000002500 effect on skin Effects 0.000 abstract description 4
- 230000007613 environmental effect Effects 0.000 abstract description 3
- 238000004062 sedimentation Methods 0.000 abstract description 3
- 230000000694 effects Effects 0.000 description 7
- 238000005516 engineering process Methods 0.000 description 6
- 229910052799 carbon Inorganic materials 0.000 description 2
- 238000005056 compaction Methods 0.000 description 2
- 238000007599 discharging Methods 0.000 description 2
- 239000012466 permeate Substances 0.000 description 2
- 239000013049 sediment Substances 0.000 description 2
- OKTJSMMVPCPJKN-UHFFFAOYSA-N Carbon Chemical compound [C] OKTJSMMVPCPJKN-UHFFFAOYSA-N 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 238000011049 filling Methods 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 239000011513 prestressed concrete Substances 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
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- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a post-pile grouting method, which comprises the following steps: 1) Fixing a plurality of circles of annular pipes provided with a plurality of grouting devices on a pile body of the precast tubular pile, and sealing and connecting a longitudinal grouting guide pipe on each circle of annular pipes and fixing the longitudinal grouting guide pipe on the pile body; 2) Drilling holes; 3) Injecting pile end cement slurry and pile periphery cement slurry, and lifting and drilling while grouting; after the lifting of the drill is completed, forming a hole, and vertically implanting the prefabricated pipe pile into the hole; 4) And applying a certain pressure to each longitudinal grouting guide pipe, pressing cement paste into the annular pipe which is in sealing connection with each longitudinal grouting guide pipe, and carrying out high-pressure grouting on the pile side of the prefabricated pipe pile through a plurality of grouting devices on each annular pipe, so that the cement paste penetrates into the soil layer to form a plurality of cement soil nodules. The method can improve the side friction resistance of the pile foundation, solve the pile side mud skin effect, improve the bearing capacity of the pile foundation to a great extent, improve the pulling resistance of the pile foundation, reduce the integral sedimentation, and has the advantages of simple construction, low cost and environmental protection.
Description
Technical Field
The invention relates to the field of pile foundation construction, in particular to a grouting method after pile implantation.
Background
The foundation must be firm when the high building is lifted up on the ground. Pile foundations are one of the main foundation forms of construction engineering, bridge engineering, port engineering, ocean engineering and the like. Therefore, how to safely and economically design a pile foundation is an important subject. The guiding thought of pile foundation design is to fully exert the mechanical properties of the pile soil system on the premise of safety, and the pile foundation design is economical, reasonable, convenient and quick to construct, green, low-carbon and environment-friendly.
The post-grouting technology of pile foundation generally refers to that after a bored pile is formed into a pile, cement paste with certain pressure is pressed into a pile side or pile end soil layer by a high-pressure grouting pump through an embedded grouting channel, and the pile side and pile end soil layer are reinforced through the actions of slurry infiltration, filling, compaction, consolidation and the like, so that the soil body strength is improved, and the bearing capacity of the pile foundation is improved. The post grouting technology can improve the occlusion capability between pile soil, carry out compaction reinforcement treatment on pile bottom sediment and pile side mud skin, improve the side friction resistance and end bearing force of the pile, reduce the settlement of the pile, thereby reducing the construction cost of the pile foundation, and meanwhile, the post grouting basically does not occupy extra construction period.
In coastal deep soft soil areas, the problems of hole collapse, necking and slurry pollution exist in the construction of the cast-in-place pile, and the problems cannot be solved by the post-grouting technology of the cast-in-place pile. In recent years, static drilling root planting piles are gradually popularized and used in coastal areas. Static root stakes are one type of stake of implantation. The technology firstly adopts pre-drilling and pile end bottom expanding, then cement paste with a certain water cement ratio is injected into the pile hole to form cement soil, and then the pile body dead weight is used for implanting the high-strength prestressed concrete pipe pile and the bamboo joint pile. The embedded pile has the advantages of small vibration soil squeezing effect, small slurry discharge, high bearing capacity and the like in the construction process, improves the soil squeezing effect problem in the construction process of the traditional precast pile, and is a novel green and environment-friendly pile foundation.
In popularization and application of the implanted piles in coastal areas, the cement soil around the implanted piles possibly generates mud skin effect, physical and mechanical properties of pile soil interfaces are reduced to a certain extent, and the limit friction resistance of the pile side is reduced. Meanwhile, the implanted piles are widely applied to coastal soft soil areas, but the side friction resistance of the implanted piles is found to be slowly improved in the application of the soft soil areas. In addition, the bearing capacity of the implanted pile is mainly determined by the strength of soil body at the pile side. The soft soil layer in the coastal region is deep, and provides small side friction resistance, so that a long piling depth is required.
In order to further improve the side friction resistance and the bearing capacity of the implanted pile, the invention provides a novel pile foundation technology combining the implanted pile with post grouting. On one hand, the advantages of green low carbon and stable pile body quality of the implanted pile are exerted; on the other hand, the advantage of post grouting for improving pile-soil interaction is exerted.
Disclosure of Invention
The invention aims to provide a post-pile grouting method. The method can improve the side friction resistance of the pile foundation, solve the pile side mud skin effect, improve the bearing capacity of the pile foundation to a great extent, improve the pulling resistance of the pile foundation, reduce the integral sedimentation, and has the advantages of simple construction, low cost and environmental protection.
The technical scheme adopted for solving the technical problems is as follows: the post-pile grouting method comprises the following steps:
1) Preparation: fixedly attaching the multi-ring annular pipe at intervals up and down to a pile body of a prefabricated pipe pile, and pre-installing a plurality of grouting devices at equal intervals along the circumferential direction of each ring of annular pipe; a longitudinal grouting guide pipe is connected to each ring-shaped pipe in a sealing way and is fixed on the pile body of the precast tubular pile in a pasting way, so that the length of each longitudinal grouting guide pipe can reach the ground after the precast tubular pile is planted, each longitudinal grouting guide pipe is connected with a ground grouting device through a ground valve, and all the longitudinal grouting guide pipes, the ring-shaped pipes and the grouting device form a grouting system;
2) Drilling: drilling holes according to the set depth by adopting a single-shaft drilling machine, and reaming the pile end part according to the set size;
3) Planting piles: injecting pile end cement slurry and pile periphery cement slurry, and lifting and drilling while grouting; after the lifting of the drill is completed, forming a hole, integrally and vertically implanting the prepared precast tubular pile, a plurality of annular pipes and a plurality of longitudinal grouting guide pipes into the hole by virtue of dead weight, and entering the step 4 after cement paste on the pile side of the precast tubular pile is initially set;
4) Post grouting: applying a certain pressure to each longitudinal grouting guide pipe, pressing cement paste into annular pipes which are connected with the longitudinal grouting guide pipes in a sealing manner by using the ground grouting device, and grouting the pile side of the prefabricated pipe pile at high pressure by a plurality of grouting devices on each annular pipe, so that the cement paste penetrates into a soil layer to form a plurality of cement soil nodules; after all cement paste is solidified, the prefabricated pipe pile, the pile end, the cement paste around the pile and the cement soil nodule solidified soil body are integrated into a whole to bear together.
The invention creatively uses the advantages of the implanted pile, does not affect the quality of the pile, namely, the pile is firstly formed and then implanted, the pile sinking resistance is small, the implantation processes of a grouting pipe, a grouting device and the like are smooth and convenient, the post grouting is implemented in the cement soil at the pile side, and the slurry diffusion effect is ideal.
The invention fixes the annular pipe, the longitudinal grouting guide pipe and the precast tubular pile into a whole, during construction, the precast tubular pile, the annular pipe and the longitudinal grouting guide pipe are implanted into the drilled holes, and a larger cement reinforcing layer is formed around the pile by post grouting, so that the side friction resistance of the pile foundation can be greatly enhanced, the side mud skin of the pile is solidified, and meanwhile, cement can permeate, compact and strengthen the surrounding soil of the pile, thereby further improving the play coefficient of the side resistance. After the post grouting operation is carried out, cement in the injected soil layer can be embedded into the soil layer, so that a pile end of the implanted pile and a pile side part above the pile end in a certain range form a strong embedded supporting point, and the horizontal bearing capacity of a foundation pile of the implanted pile can be effectively improved. In addition, the post grouting technology adopted after pile planting can also reduce the diameter and length of the foundation pile under the condition that the bearing capacity is the same, thereby saving the cost and obtaining better economy.
Preferably, after cement slurry on the pile side of the precast tubular pile is initially set, a ground valve connected with each longitudinal grouting guide pipe is opened, a ground grouting device is utilized to carry out a water pressing test on the grouting system so as to dredge the grouting system, and then post grouting is carried out. The purpose of the pressurized water test is to dredge the grouting system, effectively solve the mud layer and sediment problem in the grouting system, improve the construction effect of pile foundation engineering.
Further, the water pressure of the water pressure test is 1-2 MPa, after the grouting system is dredged, the water pressure is gradually reduced until the water pressure is stopped, and meanwhile, the ground valve is closed, and the closing time is kept at 10-20 min, so that the pressure in the grouting system can be dissipated.
Preferably, the post grouting adopts a grouting amount and grouting pressure double control method, and mainly controls the grouting amount and auxiliary controls the grouting pressure, namely: stopping grouting when the grouting amount reaches a preset value; and stopping grouting when the grouting amount reaches 70% of a preset value and the grouting pressure exceeds 3.0MPa and the grouting is kept under load for 3 min.
Further, in order to ensure that cement paste can permeate into a soil layer, in the post grouting process, the grouting flow rate when the cement paste is pressed into an annular pipe which is in sealing connection with each longitudinal grouting guide pipe is 30-50L/min, the grouting pressure of the pile side of the prefabricated pipe pile does not exceed 1.5MPa, and meanwhile, the grouting flow rate is increased to 50-75L/min under the condition that the constant grouting pressure is smaller than 0.5MPa by referring to the change of the on-site grouting pressure.
Preferably, in the post grouting process, grouting is performed on a ring-shaped pipe positioned at the most upper position on the prefabricated pipe pile and a plurality of grouting devices on the ring through a longitudinal grouting guide pipe, and grouting is performed downwards in sequence according to the height positions of other ring-shaped pipes after a plurality of cement soil nodes obtained correspondingly are initially set, namely: and after the previous ring-shaped pipe is correspondingly subjected to initial setting to obtain a plurality of cement soil nodules, grouting the next ring-shaped pipe and a plurality of grouting devices on the ring shape. By adopting the grouting operation sequence, the grouting slurry injected into each grouting section (corresponding to each grouting device) of each annular pipe can be ensured to be distributed in a preset range to the greatest extent.
Further, the grouting interval time of two adjacent ring-shaped pipes is not less than 1h.
Preferably, each longitudinal grouting guide pipe adopts a black iron pipe, each ring of the annular pipe adopts a high-pressure composite hose, and each grouting device adopts a one-way valve type grouting device.
Preferably, the number of turns of the annular pipe on each prefabricated pipe pile is not more than 4, and the number of grouting devices on each turn of the annular pipe is not more than 4. Because each ring-shaped pipe is connected with the ground grouting device through one longitudinal grouting pipe, the number of the longitudinal grouting pipes and the number of the rings of the ring-shaped pipes on the same prefabricated pipe pile and the number of the grouting devices on each ring-shaped pipe are not excessive, and the grouting quantity is increased to improve the distribution and the influence range of cement slurry.
Preferably, the prefabricated pipe pile is a static drilling root planting pile with a bamboo joint pile at the bottom, and a circle of ring-shaped pipe at the lowest position on the prefabricated pipe pile is fixed on the bamboo joint of the bamboo joint pile. The stress area of the annular pipe can be increased, and the resistance of the annular pipe in the pile-discharging process is reduced. If the number of bamboo joint piles on the prefabricated pipe piles exceeds 4, each ring of annular pipes can be fixed at bamboo joints respectively, and the effect of better reducing the resistance in the pile discharging process of the annular pipes is achieved.
Compared with the prior art, the invention has the following advantages: the grouting method after pile implantation has the advantages of low cost, low construction difficulty and good economy, and the construction progress is not influenced. The method can improve the side friction resistance of the pile foundation, solve the pile side mud skin effect, improve the bearing capacity of the pile foundation to a great extent, improve the pulling resistance of the pile foundation, reduce the integral sedimentation, and has the advantages of simple construction, low cost and environmental protection.
Drawings
FIG. 1 is a view showing the effect of a post-construction grouting method after pile implantation in an embodiment;
FIG. 2 is a top view of an embodiment of the loop pipe and longitudinal grouting guide pipe after being fixed on the pile body of the precast tubular pile;
FIG. 3 is a perspective view showing the effect of the embodiment after the loop pipe and the longitudinal grouting guide pipe are fixed on the pile body of the precast tubular pile;
Specific reference numerals in the drawings are as follows:
1-precast pipe pile, 11-bamboo joint pile, 12-bamboo joint, 13-pile end, 14-pile end cement soil, 15-pile circumference cement soil, 2-annular pipe, 3-grouting device, 4-longitudinal grouting guide pipe and 5-cement soil nodule.
Detailed Description
The invention is described in further detail below with reference to the embodiments of the drawings.
The post-pile-implantation grouting method of the embodiment, as shown in the figure, comprises the following steps:
1) Preparation: preparing a static drilling root planting pile with a bamboo joint pile 11 at the bottom as a prefabricated pipe pile 1, wherein the pile foundation of the static drilling root planting pile is divided into an upper section and a lower section, wherein the upper three sections are common prefabricated pipe piles, and the lowest section is the bamboo joint pile 11 with bamboo joints;
The 4-ring-shaped pipe 2 is fixedly attached to the pile body of the precast pipe pile 1 in a binding mode at intervals up and down, 4 grouting devices 3 are arranged in advance at equal intervals along the circumferential direction of each ring-shaped pipe 2, wherein the ring-shaped pipe 2 which is positioned at the lowest position on the precast pipe pile 1 is fixed on bamboo joints of the bamboo joint pile 11; a longitudinal grouting guide pipe 4 is connected on each ring-shaped pipe 2 in a sealing way, the longitudinal grouting guide pipe 4 is fixedly attached to the pile body of the precast tubular pile 1 in a binding way, the length of each longitudinal grouting guide pipe 4 can reach the ground after the precast tubular pile 1 is planted, each longitudinal grouting guide pipe 4 is connected with a ground grouting device through a ground valve, and a grouting system is formed by all the longitudinal grouting guide pipes 4, the ring-shaped pipes 2 and the grouting device 3; each longitudinal grouting guide pipe 4 adopts a standard black iron pipe with the inner diameter of 25mm, each ring-shaped pipe 2 adopts a high-pressure composite hose with the inner diameter of 25mm, and each grouting device 3 adopts a one-way valve type grouting device, so that the follow-up cement paste can flow unidirectionally and is prevented from being blocked;
2) Drilling: drilling by adopting a single-shaft drilling machine according to a set depth, and reaming the pile end part 12 according to a set size (diameter and height);
3) Planting piles: injecting pile end cement slurry and pile periphery cement slurry, and lifting and drilling while grouting; after the drilling is completed, forming holes, integrally and vertically implanting the prepared precast tubular pile 1, the 4 ring-shaped pipes 2 and the 4 longitudinal grouting guide pipes 4 into the holes by virtue of dead weight, standing for 12 hours, opening a ground valve connected with each longitudinal grouting guide pipe 4 after cement paste on the pile side of the precast tubular pile 1 is initially set, and performing a water pressing test on a grouting system by using a ground grouting device to dredge the grouting system, wherein the water pressing pressure of the water pressing test is 1-2 MPa, gradually reducing the water pressing pressure until water pressing is stopped after the grouting system is dredged, and simultaneously sealing the ground valve for 10-20 min;
4) Post grouting: grouting a ring-shaped pipe 2 positioned at the top of the precast pipe pile 1 and 4 grouting devices 3 on the ring, pressing cement slurry into the ring-shaped pipe 2 from a longitudinal grouting guide pipe 4 connected with the ring-shaped pipe 2 positioned at the top at a grouting flow of 30-50L/min by using a ground grouting device, grouting the pile side of the precast pipe pile 1 at high pressure by the 4 grouting devices 3 on the ring-shaped pipe 2, and controlling the grouting pressure of the pile side of the precast pipe pile 1 to be not more than 1.5MPa by using the ground grouting device so that the cement slurry penetrates into a soil layer to obtain 4 cement soil nodules 5 correspondingly; after the corresponding obtained 4 cement soil nodules 5 are initially set, grouting downwards in sequence according to the height positions of other annular pipes 2, namely: after the previous ring-shaped pipe 2 correspondingly obtains 4 cement soil nodules 5 for initial setting, grouting the next ring-shaped pipe 2 and 4 grouting devices 3 on the ring shape, and controlling grouting interval time of two adjacent rings of ring-shaped pipes 2 to be not less than 1h; after all cement paste is solidified, the prefabricated pipe pile 1, the pile end and the pile periphery cement paste and the solidified soil body of the cement soil nodule 5 are integrated (in fig. 1, 13 is pile end cement soil, 14 is pile periphery cement soil) and bear together.
The post grouting adopts a grouting amount and grouting pressure double control method, and mainly controls the grouting amount and the grouting pressure as auxiliary, namely: stopping grouting when the grouting amount reaches a preset value; and stopping grouting when the grouting amount reaches 70% of a preset value and the grouting pressure exceeds 3.0MPa and the grouting is kept under load for 3 min.
In the post grouting process, grouting flow rate when cement paste is pressed into the annular pipe in sealing connection with each longitudinal grouting guide pipe is 30-50L/min, grouting pressure of the pile side of the prefabricated pipe pile is not more than 1.5MPa, and grouting flow rate is increased to 50-75L/min under the condition that constant grouting pressure is less than 0.5MPa by referring to the change of on-site grouting pressure.
Claims (10)
1. The post-pile grouting method is characterized by comprising the following steps of:
1) Preparation: fixedly attaching the multi-ring annular pipe at intervals up and down to a pile body of a prefabricated pipe pile, and pre-installing a plurality of grouting devices at equal intervals along the circumferential direction of each ring of annular pipe; a longitudinal grouting guide pipe is connected to each ring-shaped pipe in a sealing way and is fixed on the pile body of the precast tubular pile in a pasting way, so that the length of each longitudinal grouting guide pipe can reach the ground after the precast tubular pile is planted, each longitudinal grouting guide pipe is connected with a ground grouting device through a ground valve, and all the longitudinal grouting guide pipes, the ring-shaped pipes and the grouting device form a grouting system;
2) Drilling: drilling holes according to the set depth by adopting a single-shaft drilling machine, and reaming the pile end part according to the set size;
3) Planting piles: injecting pile end cement slurry and pile periphery cement slurry, and lifting and drilling while grouting; after the lifting of the drill is completed, forming a hole, integrally and vertically implanting the prepared precast tubular pile, a plurality of annular pipes and a plurality of longitudinal grouting guide pipes into the hole by virtue of dead weight, and entering the step 4 after cement paste on the pile side of the precast tubular pile is initially set;
4) Post grouting: applying a certain pressure to each longitudinal grouting guide pipe, pressing cement paste into annular pipes which are connected with the longitudinal grouting guide pipes in a sealing manner by using the ground grouting device, and grouting the pile side of the prefabricated pipe pile at high pressure by a plurality of grouting devices on each annular pipe, so that the cement paste penetrates into a soil layer to form a plurality of cement soil nodules; after all cement paste is solidified, the prefabricated pipe pile, the pile end, the cement paste around the pile and the cement soil nodule solidified soil body are integrated into a whole to bear together.
2. The post-pile-implantation grouting method according to claim 1, wherein after cement paste on the pile side of the prefabricated pipe pile is initially set, a ground valve connected with each longitudinal grouting pipe is opened, the ground grouting device is used for performing a water-pressing test on the grouting system to dredge the grouting system, and then post-grouting is performed.
3. The post-pile-implantation grouting method according to claim 2, wherein the water pressure of the water pressure test is 1-2 MPa, and after the grouting system is dredged, the water pressure is gradually reduced until the water pressure is stopped, and meanwhile, the ground valve is closed, and the closing time is kept at 10-20 min.
4. The post-grouting method of claim 1, wherein the post-grouting adopts a dual-control method of grouting amount and grouting pressure, and the grouting amount is controlled as a main part and the grouting pressure is controlled as an auxiliary part, namely: stopping grouting when the grouting amount reaches a preset value; and stopping grouting when the grouting amount reaches 70% of a preset value and the grouting pressure exceeds 3.0MPa and the grouting is kept under load for 3 min.
5. The post-grouting method according to claim 4, wherein in the post-grouting process, the grouting flow rate when cement paste is pressed into the annular pipe connected with each longitudinal grouting guide pipe in a sealing manner is 30-50L/min, the grouting pressure of the pile side of the prefabricated pipe pile is not more than 1.5MPa, and the grouting flow rate is increased to 50-75L/min under the condition that the constant grouting pressure is less than 0.5MPa by referring to the change of the in-situ grouting pressure.
6. The post grouting method according to claim 1, wherein in the post grouting process, firstly grouting a ring-shaped pipe positioned most upward on the prefabricated pipe pile and a plurality of grouting devices on the ring-shaped pipe through a longitudinal grouting guide pipe, and after the corresponding obtained plurality of cement soil nodules are initially set, grouting downwards in sequence according to the height positions of other ring-shaped pipes, namely: and after the previous ring-shaped pipe is correspondingly subjected to initial setting to obtain a plurality of cement soil nodules, grouting the next ring-shaped pipe and a plurality of grouting devices on the ring shape.
7. The post-pile-implantation grouting method according to claim 6, wherein the grouting interval time of two adjacent rings of the annular pipes is not less than 1h.
8. The post-pile-implantation grouting method according to claim 1, wherein each longitudinal grouting guide pipe adopts a black iron pipe, each ring pipe adopts a high-pressure composite hose, and each grouting device adopts a one-way valve type grouting device.
9. The post-pile grouting method according to claim 1, wherein the number of turns of the annular pipe on each prefabricated pipe pile is not more than 4, and the number of grouting devices on each turn of the annular pipe is not more than 4.
10. The post-pile-implantation grouting method according to claim 1, wherein the prefabricated pipe pile is a static drilling root pile with a bamboo pile at the bottom, and the ring-shaped pipe at the lowest position on the prefabricated pipe pile is fixed on the bamboo joints of the bamboo pile.
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| CN202410294946.7A CN118128048A (en) | 2024-03-15 | 2024-03-15 | Grouting method after pile implantation |
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| CN202410294946.7A CN118128048A (en) | 2024-03-15 | 2024-03-15 | Grouting method after pile implantation |
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