CN114150651A - Composite foundation reinforcing method for strong ramming combined immersed tube compacted gravel pile - Google Patents
Composite foundation reinforcing method for strong ramming combined immersed tube compacted gravel pile Download PDFInfo
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- CN114150651A CN114150651A CN202111464570.2A CN202111464570A CN114150651A CN 114150651 A CN114150651 A CN 114150651A CN 202111464570 A CN202111464570 A CN 202111464570A CN 114150651 A CN114150651 A CN 114150651A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/046—Improving by compacting by tamping or vibrating, e.g. with auxiliary watering of the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles
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- Agronomy & Crop Science (AREA)
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- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention relates to a method for reinforcing a composite foundation of a strong ramming combined immersed tube compacted gravel pile, which comprises the following steps: s1, positioning a tamping point; s2, performing point ramming operation; s3, backfilling rammed pits; s4, leveling the ground and rolling to compact after full compaction is finished; s5, determining the position of the pile hole; s6, vibrating the immersed tube; s7, stopping vibrating the immersed tube when the vibrating immersed tube sinks to the hard soil layer below the soft soil layer; s8, adding graded broken stones into the hopper, wherein the mud content of the graded broken stones is not more than 5%, and the maximum grain size is not more than 50mm, injecting the graded broken stones into the immersed tube, wherein the injection depth is 1m each time, and pulling out the immersed tube while vibrating; s9, when the gravel sinking elevation reaches the boundary between the soft soil layer and the upper soil layer, filling gravel soil into the filler in the same way, wherein the filling depth is 1m each time, and vibrating and pulling out the sinking pipe until the sinking pipe is pulled out of the ground; and S10, moving the pile driver to the next pile position, and repeating the steps S6-S10. The invention can meet the field bearing capacity and can play a role in controlling later-stage settlement.
Description
Technical Field
The invention relates to a composite foundation reinforcing method, in particular to a composite foundation reinforcing method of a dynamic compaction combined immersed tube compacted gravel pile.
Background
The dynamic compaction method has obvious effect on treating foundations such as plain filling soil, miscellaneous filling soil, gravel soil, sandy soil, cohesive soil and the like, and has short construction period, simple and convenient equipment and strong operability. The immersed tube compacted gravel pile has a good treatment effect on cohesive soil, plain filling soil, miscellaneous filling soil and saturated cohesive soil, and has the advantages of relatively mature technology, simple construction process and wide application range. The two treatment modes are combined, so that the bearing capacity of the foundation can be improved, and the settlement can be controlled.
At present, in order to improve the bearing capacity of a foundation and reduce the deformation of the foundation, part of projects adopt a mode of firstly constructing a sand-stone pile of a sinking pipe and then carrying out dynamic compaction to carry out secondary compaction of the foundation for reinforcement treatment, the mode generates strong disturbance on the constructed gravel pile in real time when carrying out secondary dynamic compaction of the dynamic compaction, and the compaction can easily cause the gravel pile to be bent and damaged, thus the bearing capacity of a pile body of the gravel pile is influenced, and finally the bearing capacity of the composite foundation is reduced and uneven settlement occurs.
Disclosure of Invention
The technical problem to be solved by the invention is to provide a method for reinforcing a composite foundation of a sand-stone pile by combining dynamic compaction with immersed tube compaction, which can meet the field bearing capacity and control later-stage settlement.
The technical scheme adopted by the invention for solving the technical problems is as follows: a method for reinforcing a composite foundation by constructing a dynamic compaction combined immersed tube compacted gravel pile comprises the following steps:
s1, positioning of tamping points: firstly, entering, assembling and debugging equipment, and then marking the positions of tamping points on the site, wherein the distance between the tamping points is 2.5-3 times of the diameter of a tamping hammer;
s2, point ramming operation: checking the elevation of the rammer before ramming once, recording and calculating the ramming settlement after ramming, stopping the point ramming operation when the ramming settlement meets the design requirement, and switching to the next ramming point for construction;
s3, rammed pit backfilling: the backfill adopts mountain leather soil or gravel soil;
s4, adopting 1000 kN.m tamping energy to fully tamp for 2 times, adopting lap-joint tamping, wherein the lap-joint width is not less than 1/4 diameter of a tamping hammer, leveling a field after the full tamping is finished, and rolling and compacting;
s5, determining the position of the pile hole: lofting the gravel pile according to a design drawing, and determining the position of a pile hole;
s6, vibrating a immersed tube: adopting a sinking pipe compaction vibration pile driver to vibrate the sinking pipe, sinking for 2-3 m at each stage, staying for 2-3 min after sinking is finished, observing the numerical value of the eccentric moment of the pile driver in the sinking process, and recording the sinking elevation of the sinking pipe at the moment by using scale lines on the sinking pipe when the eccentric moment changes suddenly in the process that the sinking pipe enters a soft soil layer;
s7, stopping vibrating the immersed tube when the vibrating immersed tube sinks to the hard soil layer below the soft soil layer;
s8, adding graded broken stones into the hopper, wherein the mud content of the graded broken stones is not more than 5%, and the maximum grain size is not more than 50mm, injecting the graded broken stones into the immersed tube, wherein the injection depth is 1m each time, and pulling out the immersed tube while vibrating;
s9, when the gravel sinking elevation reaches the boundary between the soft soil layer and the upper soil layer, filling gravel soil into the filler in the same way, wherein the filling depth is 1m each time, and vibrating and pulling out the sinking pipe until the sinking pipe is pulled out of the ground;
and S10, moving the pile driver to the next pile position, and repeating the steps S6-S10.
According to the scheme, in the step S2, the effective treatment depth of the point ramming operation is the top surface elevation of the soft soil layer, and the determination of the effective treatment depth should be determined according to the trial ramming result and local experience.
According to the scheme, in the step S6, the bottom of the vibration sinking pipe adopts an openable valve shoe, and the valve shoe is in a closed state in the vibration sinking pipe process.
According to the scheme, the verticality of the vibration immersed tube is +/-1%.
According to the scheme, the exciting force of the vibration hammer of the immersed tube compaction vibration pile driver is larger than 400 kN.
According to the scheme, in the step S8, the valve pile shoe is opened when the pipe drawing is started, the pipe drawing is stopped and continued after the pipe drawing is kept vibrating for 1min every time the pipe is drawn by 1m until the bottom of the immersed tube is drawn out of the ground.
According to the scheme, in the step S9, the filler vibrated into the soft soil layer is graded broken stone.
According to the scheme, in the step S9, the filler on the soft soil layer is mountain leather soil, or gravel soil, or building garbage aggregate.
According to the scheme, the filling coefficient of the graded broken stone is larger than 1.4, and the filling coefficient of the upper soil layer of the soft soil layer is 1.2-1.4.
According to the scheme, in the step S9, after the gravel pile is constructed, the gravel pile is kept still for 21d, then the gravel pile is inspected, and after the gravel pile is inspected to be qualified, a mattress layer is laid according to the design requirement.
The implementation of the composite foundation reinforcing method of the dynamic compaction combined immersed tube compacted gravel pile has the following beneficial effects:
compared with the pile foundation, the method for reinforcing the composite foundation by combining dynamic compaction with immersed tube compacted gravel pile can greatly reduce the engineering cost; for the composite foundation method processing that has bonding strength, can effectually avoid the inhomogeneous settlement problem that appears in the later stage, avoid taking place the quality problem, shake into the mountain digging soil stone the same with place backfill material more than silt matter clay, under the unchangeable circumstances of guaranteeing place bearing capacity and deformation, reduced the quantity of gradation broken stone, reduced engineering cost.
Drawings
The invention will be further described with reference to the accompanying drawings and examples, in which:
FIG. 1 is a schematic view of the construction process of the composite foundation reinforcing method of the dynamic compaction combined immersed tube compacted gravel pile of the invention.
In the figure, the device comprises a valve pile shoe 1, a valve pile shoe 2, a limiter 3, a sinking pipe with scales 4, a feeding hole 5, a vibration hammer 6, a hopper 7 and a control console.
Detailed Description
For a more clear understanding of the technical features, objects and effects of the present invention, embodiments of the present invention will now be described in detail with reference to the accompanying drawings.
As shown in figure 1, the construction equipment adopted by the dynamic compaction combined immersed tube compacted gravel pile composite foundation reinforcing method comprises a valve pile shoe 1, a limiter 2, an immersed tube 3 with scales, a feeding hole 4, a vibration hammer 5, a hopper 6 and a control console 7.
The method comprises the following steps:
s1, positioning of tamping points: firstly, entering, assembling and debugging equipment, and then marking the positions of tamping points on the site, wherein the distance between the tamping points is 2.5-3 times of the diameter of a tamping hammer;
s2, point ramming operation: checking the elevation of the rammer before ramming once, recording and calculating the ramming settlement after ramming, stopping the point ramming operation when the ramming settlement meets the design requirement, and switching to the next ramming point for construction; the effective treatment depth of the point ramming operation is the top surface elevation of the soft soil layer, and the determination of the effective treatment depth is determined according to the test ramming result and local experience.
S3, rammed pit backfilling: the backfill adopts mountain leather soil or gravel soil;
s4, adopting 1000 kN.m tamping energy to fully tamp for 2 times, adopting lap-joint tamping, wherein the lap-joint width is not less than 1/4 diameter of a tamping hammer, leveling a field after the full tamping is finished, and rolling and compacting;
s5, determining the position of the pile hole: lofting the gravel pile according to a design drawing, and determining the position of a pile hole;
s6, vibrating a immersed tube: adopting a sinking pipe compaction vibration pile driver to vibrate the sinking pipe, sinking for 2-3 m at each stage, staying for 2-3 min after sinking is finished, observing the numerical value of the eccentric moment of the pile driver in the sinking process, and recording the sinking elevation of the sinking pipe at the moment by using scale lines on the sinking pipe when the eccentric moment changes suddenly in the process that the sinking pipe enters a soft soil layer; the bottom of the vibration sinking pipe adopts an openable valve pile shoe, the valve pile shoe is in a closed state in the vibration sinking pipe process, and the verticality of the vibration sinking pipe is +/-1%. The exciting force of the vibration hammer of the immersed tube compaction vibration pile driver is larger than 400 kN.
S7, stopping vibrating the immersed tube when the vibrating immersed tube sinks to the hard soil layer below the soft soil layer;
s8, adding graded broken stones into the hopper, wherein the mud content of the graded broken stones is not more than 5%, and the maximum grain size is not more than 50mm, injecting the graded broken stones into the immersed tube, wherein the injection depth is 1m each time, and pulling out the immersed tube while vibrating; and starting the valve pile shoe when the pipe is pulled out in a vibrating manner, stopping pulling out the pipe and continuing pulling out the pipe after keeping vibrating for 1min every time the pipe is pulled out by 1m until the bottom of the immersed pipe is pulled out of the ground.
S9, when the gravel sinking elevation reaches the boundary between the soft soil layer and the upper soil layer, filling gravel soil into the filler in the same way, wherein the filling depth is 1m each time, and vibrating and pulling out the sinking pipe until the sinking pipe is pulled out of the ground; the filling material vibrated into the soft soil layer is graded broken stone. The filling coefficient of the graded broken stone is larger than 1.4, and the filling coefficient of the upper soil layer of the soft soil layer is 1.2-1.4. The filler on the soft soil layer is mountain leather soil, or crushed stone soil, or building garbage aggregate.
And S10, moving the pile driver to the next pile position, and repeating the steps S6-S10.
And after the construction of the gravel pile is finished, standing for 21d, then inspecting, and paving a mattress layer according to the design requirement after the inspection is qualified.
In a preferred embodiment of the invention:
and S1-S3, performing a 4000 kN.m point ramming test according to the requirements of a drawing, and starting large-area point ramming construction after the test is finished and the design requirements are met. The center distance of the tamping points is 6m, the reinforcing depth is 6m below the ground, the standard of the dynamic compaction hammer-absorbing is that the average compaction settlement of the last two strokes is less than 10cm, and meanwhile, the ground around the tamping pit does not generate large uplift. The rammed pit backfill is a mountain-opening soil stone with good gradation. The bearing capacity characteristic value of the foundation after dynamic consolidation treatment is not less than 180kPa, and the compression modulus is not less than 6 MPa.
In step S4, the tamping energy of 1000 kN.m is adopted to fully tamp for 2 times, the lapping width is not less than the diameter of the rammer 1/4, and the ground is leveled and compacted by rolling after the full tamping is finished.
In the steps S5-S9, pile positions are arranged according to the requirements of the drawing, the pile spacing is 1800mm, and the piles are arranged in a triangular shape. When the immersed tube is vibrated, the exciting force of the pile driver is controlled at 440 kN. When the soil enters the muddy clay layer, the value of the exciting force of the pile driver is reduced to about 150kN, and the elevation is recorded on the graduated immersed tube. When the immersed tube is vibrated to the bottom of the muddy clay layer, the valve pile shoe is opened, the tube is pulled out while vibrating, and meanwhile graded broken stones are added into the immersed tube. When the pipe is pulled to the elevation marked on the immersed tube, the filling coefficient in the muddy clay is calculated firstly, then the filling material is changed into the mountain-opening soil stone with good gradation, and the pipe is pulled out while vibrating continuously until the immersed tube is pulled out of the ground.
And repeating the steps S6-S9.
After the gravel pile is constructed, standing for 21d, inspecting, and paving a mattress layer according to the design requirement after the gravel pile is qualified.
While the present invention has been described with reference to the embodiments shown in the drawings, the present invention is not limited to the embodiments, which are illustrative and not restrictive, and it will be apparent to those skilled in the art that various changes and modifications can be made therein without departing from the spirit and scope of the invention as defined in the appended claims.
Claims (9)
1. A method for reinforcing a composite foundation by combining dynamic compaction with immersed tube compacted gravel piles is characterized by comprising the following steps:
s1, positioning of tamping points: firstly, entering, assembling and debugging equipment, and then marking the positions of tamping points on the site, wherein the distance between the tamping points is 2.5-3 times of the diameter of a tamping hammer;
s2, point ramming operation: checking the elevation of the rammer before ramming once, recording and calculating the ramming settlement after ramming, stopping the point ramming operation when the ramming settlement meets the design requirement, and switching to the next ramming point for construction;
s3, rammed pit backfilling: the backfill adopts mountain leather soil or gravel soil;
s4, adopting 1000 kN.m tamping energy to fully tamp, adopting lap-joint tamping, wherein the lap-joint width is not less than 1/4 rammer diameter, leveling the field after full tamping, and rolling and compacting;
s5, determining the position of the pile hole: lofting the gravel pile according to a design drawing, and determining the position of a pile hole;
s6, vibrating a immersed tube: adopting a sinking pipe compaction vibration pile driver to vibrate the sinking pipe, sinking for 2-3 m at each stage, staying for 2-3 min after sinking is finished, observing the numerical value of the eccentric moment of the pile driver in the sinking process, and recording the sinking elevation of the sinking pipe at the moment by using scale lines on the sinking pipe when the eccentric moment changes suddenly in the process that the sinking pipe enters a soft soil layer;
s7, stopping vibrating the immersed tube when the vibrating immersed tube sinks to the hard soil layer below the soft soil layer;
s8, adding graded broken stones into the hopper, wherein the mud content of the graded broken stones is not more than 5%, and the maximum grain size is not more than 50mm, injecting the graded broken stones into the immersed tube, and pulling out the immersed tube while vibrating;
s9, when the gravel sinking elevation reaches the boundary between the soft soil layer and the upper soil layer, filling gravel soil into the filling material in the same way, and vibrating and pulling out the sinking pipe until the sinking pipe is pulled out of the ground;
and S10, moving the pile driver to the next pile position, and repeating the steps S6-S10.
2. The method for reinforcing a composite foundation by using a dynamic compaction combined immersed tube compacted gravel pile as claimed in claim 1, wherein in step S6, the bottom of the vibrating immersed tube is provided with an openable and closable valve shoe, and the valve shoe is in a closed state during the vibrating immersed tube.
3. The method for reinforcing a composite foundation by using a dynamic compaction combined immersed tube compacted gravel pile as claimed in claim 1, wherein the verticality of the vibrating immersed tube is +/-1%.
4. The method for reinforcing a composite foundation by using a dynamic compaction combined immersed tube compacted gravel pile as claimed in claim 1, wherein the exciting force of the vibration hammer of the immersed tube compacted vibration pile driver is greater than 400 kN.
5. The method for reinforcing a composite foundation by using a dynamic compaction combined immersed tube compacted gravel pile as claimed in claim 1, wherein in step S8, the valve pile shoe is opened when vibration tube drawing is started, tube drawing is stopped after each tube drawing 1m, and tube drawing is continued after vibration is maintained for 1min until the bottom of the immersed tube is pulled out of the ground.
6. The method for reinforcing a composite foundation by using a dynamic compaction combined immersed tube compacted gravel pile as claimed in claim 1, wherein the filler vibrated into the soft soil layer in step S9 is graded gravel.
7. The method for reinforcing a composite foundation of a dynamic compaction combined immersed tube compacted gravel pile according to claim 1, wherein in the step S9, mountain soil, gravel soil or building garbage aggregate is used as the filler on the soft soil layer.
8. The method for reinforcing the composite foundation of the dynamic compaction combined immersed tube compacted gravel pile according to claim 7, wherein the filling coefficient of the graded gravel is greater than 1.4, and the filling coefficient of the upper soil layer of the soft soil layer is 1.2-1.4.
9. The method for reinforcing a composite foundation by using a dynamic compaction combined immersed tube compacted gravel pile as claimed in claim 1, wherein in step S9, after the gravel pile is constructed, the pile is left standing for 21d, then the pile is inspected, and a mattress layer is laid according to design requirements after the pile is inspected to be qualified.
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| CN202111464570.2A CN114150651A (en) | 2021-12-03 | 2021-12-03 | Composite foundation reinforcing method for strong ramming combined immersed tube compacted gravel pile |
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104947648A (en) * | 2015-06-26 | 2015-09-30 | 陕西建工机械施工集团有限公司 | Deep replacement dynamic compaction gravel pile foundation reinforcement method |
| CN105113478A (en) * | 2015-08-31 | 2015-12-02 | 山东省城乡建设勘察设计研究院 | Dynamic compaction treatment method of deep foundation displacement |
| CN106337408A (en) * | 2016-08-24 | 2017-01-18 | 段绍伟 | Construction method of crushed stone and compacting pile composite foundation |
| CN106869128A (en) * | 2017-04-07 | 2017-06-20 | 东南大学 | Treatment bottom is soft layer, top is liquefaction soil layers ground stake machine and method |
| JP2019157382A (en) * | 2018-03-08 | 2019-09-19 | 大成建設株式会社 | Ground improvement method |
| CN113235552A (en) * | 2021-05-27 | 2021-08-10 | 中交基础设施养护集团有限公司 | Method for filling roadbed by using large-diameter broken stone through dynamic compaction |
-
2021
- 2021-12-03 CN CN202111464570.2A patent/CN114150651A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104947648A (en) * | 2015-06-26 | 2015-09-30 | 陕西建工机械施工集团有限公司 | Deep replacement dynamic compaction gravel pile foundation reinforcement method |
| CN105113478A (en) * | 2015-08-31 | 2015-12-02 | 山东省城乡建设勘察设计研究院 | Dynamic compaction treatment method of deep foundation displacement |
| CN106337408A (en) * | 2016-08-24 | 2017-01-18 | 段绍伟 | Construction method of crushed stone and compacting pile composite foundation |
| CN106869128A (en) * | 2017-04-07 | 2017-06-20 | 东南大学 | Treatment bottom is soft layer, top is liquefaction soil layers ground stake machine and method |
| JP2019157382A (en) * | 2018-03-08 | 2019-09-19 | 大成建設株式会社 | Ground improvement method |
| CN113235552A (en) * | 2021-05-27 | 2021-08-10 | 中交基础设施养护集团有限公司 | Method for filling roadbed by using large-diameter broken stone through dynamic compaction |
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