CN104947723B - Presplitting grouting method at the bottom of rock-socketed bored concrete pile - Google Patents
Presplitting grouting method at the bottom of rock-socketed bored concrete pile Download PDFInfo
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Abstract
The present invention relates to presplitting grouting method at the bottom of a kind of rock-socketed bored concrete pile, comprise the steps: one: at the bottom of coring examination stake；Piles set into rock is carried out dead-load detection and high strain monitoring；Stake base rock is carried out presplitting and forms it into slurry channels；Core sample does not rotate when taking out, and flaw level projection and sound detecting pipe location diagram are drawn out in scene, indicate the degree of depth in crack；Two, stake base rock controlling presplitting；In order to the inorganic compound static fracturing agents that quick lime is main body；Utilize single hole to fill static fracturing agents, make primary fracture expand further by uniform radial pressure；The penetration of fracture according to coring hole, sound detecting pipe, crack position relationship and core sample determines static fracturing agents explosive payload；Three, slip casting, detection；Slip casting terminates 28 days, and reinforcement embedded rock pile is carried out loading test.After microfissure rock at the bottom of the inventive method processes stake, utilizing high strain monitoring bearing capacity of pile tip can improve 30 50%, effect is obvious.
Description
Technical field
The present invention relates to a kind of stake base and fall within middle weathered rock formation, but stake bed rock layer exists newly to set out and educates presplitting injecting treatment method, specifically presplitting grouting method at the bottom of rock-socketed bored concrete pile at the bottom of the rock-socketed piles of microfissure.
Background technology
Along with developing rapidly of China's traffic in recent years infrastructure construction, bore, punching perfusion embedded rock pile due to simple in equipment, wide accommodation, easy to operate, do not limited by construction site, low noise and vibration is little etc. that feature is widely applied in highway bridge, civil buildings, port and pier engineering construction.But the predicament generally existed in work progress is: middle weathered granite characteristic in geologic prospect is reported describes broad, in foundation pile upper with design, the requirement of weathered granite supporting course there are differences, in describing by the former, air slaking granite circle is as relatively broken ~ more complete, if and in the case of the existence of stake base rock relatively crushes or has part microcrack in designing, utilizing Large strain quickly to detect still after pile and can find that bearing capacity of pile tip exists inadequate situation；Crack that in Denudation monadnock geomorphologic subregion, in air slaking sial, objective reality is thicker, microfissure germinal layer, some crack thickness is more than 1 ~ 2 times of stake footpath thickness；The bump of punching pile monkey makes a base rock produce new microfissure；Middle air slaking bedrock fracture development degree is different, enters the rock degree of depth by the impact more difficult accurate judgement pile body of slag specimen.Generally embedded rock pile uses dead-load detection more directly perceived, but dead-load detection is limited by place and the duration limits the limitation implementing certain, especially for Big-Diameter Rock-Embedded Pile.High strain monitoring is a kind of fast detection method, requires little to site condition, in practice of construction, the most often uses.There is the concentration deformation of moment stress in microfissure rock at the bottom of stake under tension weight churning, and bearing capacity ratio static load Slow loading testing result is less than normal, and high strain monitoring is more sensitive to microfissure rock at the bottom of stake.Common bored concrete pile pile grouting mainly solves pile bottom sediment, pile defect or increases pile peripheral friction force to improve pile bearing capacity, to process pile bottom sediment and limited compared with the crack grown, but to microcrack basement rock DeGrain.
Summary of the invention
It is contemplated that overcome the defect of prior art, it is provided that presplitting grouting method at the bottom of a kind of rock-socketed bored concrete pile, microcrack basement rock at the bottom of stake is utilized appropriate static fracturing agents being controlled property presplitting, utilizes pre-buried sound detecting pipe to carry out high-pressure slip casting reinforcing as overflow pipe.
In order to solve above-mentioned technical problem, the present invention is achieved in that
Presplitting grouting method at the bottom of a kind of rock-socketed bored concrete pile, it is characterised in that: comprise the steps:
Step one: at the bottom of coring examination stake；
A) piles set into rock is carried out dead-load detection and high strain monitoring；
B) carrying out coring examination for the bored concrete pile less than normal at high strain monitoring king-pile bottom bearing capacity, coring point is positioned at a heart, takes core diameter 90-110mm, and the coring degree of depth exceedes the long 500mm of stake, and 500mm scope at the bottom of hole, coring hole is reserved static fracturing agents powder charge hole；Former pre-buried sound detecting pipe is dredged；
C) according to the core sample of extraction, the Lack of support caused due to the defect of pile body own or pile bottom sediment reason use tradition post-grouting method carry out reinforcement；
D) getting rid of outside the defect of pile body own and pile bottom sediment factor, carefully check the crack situation of rock core, relatively grow crack, seam is wider than 1mm scale obvious stake bed rock layer and utilizes traditional method high-pressure slip casting reinforcing；Opposite joint width is at 1mm and following, or the unconspicuous microcrack recently of scale, stake base rock is carried out presplitting and forms it into slurry channels；When taking out the core sample penetration of fracture more than 500mm, deepen coring hole and sound detecting pipe；
E) in addition to analyzing fracture width and newness degree, core sample does not rotate when taking out, and keeps original-party parallactic angle, draws out flaw level projection and sound detecting pipe location diagram at the scene, indicates the degree of depth in crack；
F) core sample thickness is exceeded for Depth, coring hole and sound detecting pipe need to be deepened, and ensure that sound detecting pipe is than coring hole depth 200-300mm.
Step 2, stake base rock controlling presplitting；
A) the inorganic compound static fracturing agents based on quick lime is selected in stake base rock being controlled property presplitting；
B) utilize single hole to fill static fracturing agents, make primary fracture expand further by uniform radial pressure；Single hole presplitting law of crack propagation is first to develop along original incipient crack, then forms the newborn crack becoming hexagonal angle with original fracture, and final crack is developed at minimum burden, i.e. connection collects and terminates at sounding hole；
C) determining static fracturing agents explosive payload according to the penetration of fracture of coring hole, sound detecting pipe, crack position relationship and core sample, it may be assumed that when sound detecting pipe free face is deviateed in flaw level Projection Display crack progressing direction, when fracture spacing is low, selecting powder charge is the 2/3-4/5 of hole depth；When sound detecting pipe free face is stretched in flaw level Projection Display crack progressing direction, during fracture spacing height, selecting powder charge is the 1/3-1/2 of hole depth；
D) for weathered granite in the 500mm degree of depth at the bottom of presplitting stake, selecting dry-type static fracturing agents, select corresponding temperature type of medication according to temperature at the bottom of hole, watering quantity is the 20%-30% of dose weight, and filling out the medicine degree of depth is 160 ~ 400mm；
E) Pest By Mixing Insecticides uniformly and fills closely knit, and using medium coarse sand sealing of hole, sealing of hole thickness after filling out medicine is 0.8-1.2m, within after sealing of hole about 10-16 hour, can complete rock presplitting；
Step 3, slip casting, detection；
A) to carrying out the most clear hole at the bottom of stake after presplitting completes；
B) hole is complete clearly i.e. starts high pressure jet grouting, in the range of stake end check gap rock stratum section 500mm, high-pressure injection is up and down reciprocatingly carried out with water under high pressure mud, make rock crack in layer fully be infiltrated by cement mortar, until aperture return slurry concentration consistent with entering to starch concentration time, i.e. stop slip casting；
C) after high pressure grouting at pile end terminates, carrying out static pressure grouting in coring aperture, Stress control is at 1-4MPa；
D) slip casting terminates 25-30 days, and reinforcement embedded rock pile is carried out loading test.
Presplitting grouting method at the bottom of described rock-socketed bored concrete pile, it is characterized in that: step one b) in, selecting core drill to loose core rock stratum, sound detecting pipe bottom sampling according to sound detecting pipe bore, the coring degree of depth exceedes main coring degree of depth 300mm, i.e. the coring degree of depth and exceedes the long 800mm of stake.
Presplitting grouting method at the bottom of described rock-socketed bored concrete pile, it is characterised in that: in step 3 a), repeatedly use air compressor machine gaslift scarfing cinder during clear hole, the cutting of high pressure clear water rotary-jet is cleaned, pile center's coring hole and sound detecting pipe are cleaned up by negative-pressure adsorption mode；High pressure clear water pressure: 23-30MPa, rotary speed 12-16r/min, promote speed 8-15cm/min, clear water discharge capacity 60-80L/min, clean to water sand removal only.
Presplitting grouting method at the bottom of described rock-socketed bored concrete pile, it is characterized in that: in step 3 b), grouting cement selection granule is less than 40 m, intensity is not less than the Portland cement of 42.5R, with neat slurry, the ratio of mud controls at 0.6-0.9, high-pressure injector rotary speed 25r/min, promote speed 30cm/min, rotary jet grouting pressure 26MPa.
Presplitting grouting method at the bottom of described rock-socketed bored concrete pile, it is characterised in that: in step 3 c), slip casting begins with ratio of mud 0.8-0.9, and uses pump amount 70-75 L/min and pump pressure 1-2
MPa；When sound detecting pipe slurry-outlet quantity diminishes, when grouting pressure rising accelerates, use ratio of mud 0.6-0.7, pump pressure 3-4 MPa instead and carry out mud jacking；When sound detecting pipe slurry flow is stable and proportion close to inlet slurry specific gravity time, stop static 3 hours of slip casting voltage stabilizing.
Presplitting grouting method at the bottom of described rock-socketed bored concrete pile, it is characterised in that: repeat second time slip casting after static 3 hours in voltage stabilizing.
The invention has the beneficial effects as follows: microcrack basement rock at the bottom of stake is utilized appropriate static fracturing agents being controlled property presplitting, utilizes pre-buried sound detecting pipe to carry out high-pressure slip casting reinforcing as overflow pipe.After microfissure rock at the bottom of the inventive method processes stake, utilizing high strain monitoring bearing capacity of pile tip can improve 30-50%, effect is obvious.
Accompanying drawing explanation
The present invention is described in further detail with embodiment below in conjunction with the accompanying drawings:
Fig. 1 is bored concrete pile coring hole of the present invention and the site plan of sound detecting pipe；
Fig. 2 is stake bed rock layer reinforcement and strengthening profile.
Detailed description of the invention
As shown in Figure 1-2: presplitting grouting method at the bottom of a kind of rock-socketed bored concrete pile, comprise the steps:
Step one: at the bottom of coring examination stake；
A) piles set into rock 3 is carried out dead-load detection and high strain monitoring；Piles set into rock ultimate bearing capacity is mainly provided by stake end group rock, generally use dead-load detection method the most directly perceived, engineering practice shows that there is some difference between the two to embedded rock pile dead-load detection and high strain monitoring bearing capacity of single pile, especially exists crack, microfissure situation at stake bed rock layer.Getting rid of pile bottom sediment impact, there is the concentration deformation of moment stress in microfissure rock at the bottom of stake under tension weight churning, and bearing capacity ratio static load Slow loading testing result is less than normal, and high strain monitoring is more sensitive to microfissure rock at the bottom of stake.
Coring hole 1 can be as injected hole or Static crushing machine powder charge hole；Sound detecting pipe 2 can be as spout hole.
B) carrying out coring examination for the bored concrete pile less than normal at high strain monitoring king-pile bottom bearing capacity, coring point is positioned at a heart, takes core diameter 100mm, and the coring degree of depth exceedes the long 500mm of stake, and 500mm scope at the bottom of hole, coring hole is reserved static fracturing agents powder charge hole；Being dredged by former pre-buried sound detecting pipe 2, little core drill can be selected to loose core rock stratum, sound detecting pipe bottom sampling according to sound detecting pipe bore, the coring degree of depth exceedes the main coring degree of depth about 300mm, i.e. the coring degree of depth and exceedes stake and be about 800mm.The sound detecting pipe deepened, can be used as the free face of Static crushing, and can be as the spout hole of gap serosity；
C) according to the core sample of extraction, the Lack of support caused due to the defect of pile body own or pile bottom sediment reason use tradition post-grouting method carry out reinforcement；
D) getting rid of outside the defect of pile body own and pile bottom sediment factor, carefully check the crack situation of rock core, relatively grow crack, seam width is utilizing traditional method high-pressure slip casting reinforcing more than 1mm scale obvious stake bed rock layer；Opposite joint width is at 1mm and following, or the unconspicuous microcrack recently of scale, stake base rock 4 is carried out presplitting and forms it into slurry channels；When taking out the core sample penetration of fracture more than 500mm, deepen coring hole 1 and sound detecting pipe；
E) in addition to analyzing fracture width and newness degree, core sample does not rotate when taking out, and keeps original-party parallactic angle, draws out flaw level projection and sound detecting pipe location diagram at the scene, indicates the degree of depth in crack；
F) core sample thickness is exceeded for Depth, coring hole and sound detecting pipe need to be deepened, and ensure that sound detecting pipe is than coring hole depth 200-300mm.
Step 2, stake base rock controlling presplitting；
A) the inorganic compound static fracturing agents based on quick lime is selected in stake base rock being controlled property presplitting；
B) stake base rock controlling pre-splitting method principle is: utilizes single hole to fill static fracturing agents, makes primary fracture expand further by uniform radial pressure；Single hole presplitting law of crack propagation is first to develop along original incipient crack, then forms the newborn crack becoming hexagonal angle with original fracture, and final crack is developed at minimum burden, i.e. connection collects and terminates at sounding hole；
C) stake base rock controlling pre-splitting method principle is: determine static fracturing agents explosive payload according to the penetration of fracture of coring hole, sound detecting pipe, crack position relationship and core sample, that is: sound detecting pipe free face is deviateed when flaw level Projection Display crack progressing direction, when fracture spacing is low, selecting powder charge is the 2/3-4/5 of hole depth；When sound detecting pipe free face is stretched in flaw level Projection Display crack progressing direction, during fracture spacing height, selecting powder charge is the 1/3-1/2 of hole depth；
D) for weathered granite in the 500mm degree of depth at the bottom of presplitting stake, selecting dry-type static fracturing agents, select corresponding temperature type of medication according to temperature at the bottom of hole, watering quantity is the 25% of dose weight, and filling out the medicine degree of depth is 160 ~ 400mm；
E) Pest By Mixing Insecticides uniformly and fills closely knit, and using medium coarse sand sealing of hole, sealing of hole thickness after filling out medicine is 1m, within after sealing of hole about 10-16 hour, can complete rock presplitting；
Step 3, slip casting, detection；
A) to carrying out the most clear hole at the bottom of stake after presplitting completes；
Repeatedly use air compressor machine gaslift scarfing cinder during clear hole, the cutting of high pressure clear water rotary-jet is cleaned, pile center's coring hole and sound detecting pipe are cleaned up by negative-pressure adsorption mode；High pressure clear water pressure: 23-30MPa, rotary speed 12-16r/min, promote speed 8-15cm/min, clear water discharge capacity 60-80L/min, clean to water sand removal only, make hole communicate.
B) hole is complete clearly i.e. starts high pressure jet grouting, in the range of stake end check gap rock stratum section 500mm, high-pressure injection is up and down reciprocatingly carried out with water under high pressure mud, make rock crack in layer fully be infiltrated by cement mortar, until aperture return slurry concentration consistent with entering to starch concentration time, i.e. stop slip casting；Grouting cement selection granule is less than 40 m, and intensity is not less than the Portland cement of 42.5R, and with neat slurry, the ratio of mud controls at 0.6-0.9, high-pressure injector rotary speed 25r/min, promotes speed 30cm/min, rotary jet grouting pressure 26MPa.
C) after high pressure grouting at pile end terminates, carrying out static pressure grouting in coring aperture, Stress control is at 1-4MPa；Slip casting begins with ratio of mud 0.8-0.9, and uses pump amount 70-75
L/min and pump pressure 1-2 MPa；When sound detecting pipe slurry-outlet quantity diminishes, when grouting pressure rising accelerates, use ratio of mud 0.6-0.7, pump pressure 3-4 MPa instead and carry out mud jacking；When sound detecting pipe slurry flow is stable and proportion close to inlet slurry specific gravity time, stop static 3 hours of slip casting voltage stabilizing.Second time slip casting is repeated after static 3 hours in voltage stabilizing.
D) slip casting terminates 28 days, and reinforcement embedded rock pile is carried out loading test.
Claims (6)
1. presplitting grouting method at the bottom of a rock-socketed bored concrete pile, it is characterised in that: comprise the steps:
Step one: at the bottom of coring examination stake；
A) piles set into rock is carried out dead-load detection and high strain monitoring；
B) carrying out coring examination for the bored concrete pile less than normal at high strain monitoring king-pile bottom bearing capacity, coring point is positioned at a heart, takes core diameter 90-110mm, and the coring degree of depth exceedes the long 500mm of stake, and 500mm scope at the bottom of hole, coring hole is reserved static fracturing agents powder charge hole；Former pre-buried sound detecting pipe is dredged；
C) according to the core sample of extraction, the Lack of support caused due to the defect of pile body own or pile bottom sediment reason use tradition post-grouting method carry out reinforcement；
D) getting rid of outside the defect of pile body own and pile bottom sediment factor, carefully check the crack situation of rock core, relatively grow crack, seam width is utilizing traditional method high-pressure slip casting reinforcing more than 1mm scale obvious stake bed rock layer；Opposite joint width is at below 1mm, or the unconspicuous microcrack recently of scale, stake base rock is carried out presplitting and forms it into slurry channels；When taking out the core sample penetration of fracture more than 500mm, deepen coring hole and sound detecting pipe；
E) in addition to analyzing fracture width and newness degree, core sample does not rotate when taking out, and keeps original-party parallactic angle, draws out flaw level projection and sound detecting pipe location diagram at the scene, indicates the degree of depth in crack；
F) core sample thickness is exceeded for Depth, coring hole and sound detecting pipe need to be deepened, and ensure that sound detecting pipe is than coring hole depth 200-300mm；
Step 2, stake base rock controlling presplitting；
A) the inorganic compound static fracturing agents based on quick lime is selected in stake base rock being controlled property presplitting；
B) utilize single hole to fill static fracturing agents, make primary fracture expand further by uniform radial pressure；Single hole presplitting law of crack propagation is first to develop along original incipient crack, then forms the newborn crack becoming hexagonal angle with original fracture, and final crack is developed at minimum burden, i.e. connection collects and terminates at sounding hole；
C) determining static fracturing agents explosive payload according to the penetration of fracture of coring hole, sound detecting pipe, crack position relationship and core sample, it may be assumed that when sound detecting pipe free face is deviateed in flaw level Projection Display crack progressing direction, when fracture spacing is low, selecting powder charge is the 2/3-4/5 of hole depth；When sound detecting pipe free face is stretched in flaw level Projection Display crack progressing direction, during fracture spacing height, selecting powder charge is the 1/3-1/2 of hole depth；
D) for weathered granite in the 500mm degree of depth at the bottom of presplitting stake, selecting dry-type static fracturing agents, select corresponding temperature type of medication according to temperature at the bottom of hole, watering quantity is the 20%-30% of dose weight, and filling out the medicine degree of depth is 160 ~ 400mm；
E) Pest By Mixing Insecticides uniformly and fills closely knit, and using medium coarse sand sealing of hole, sealing of hole thickness after filling out medicine is 0.8-1.2m, within after sealing of hole about 10-16 hour, can complete rock presplitting；
Step 3, slip casting, detection；
A) to carrying out the most clear hole at the bottom of stake after presplitting completes；
B) hole is complete clearly i.e. starts high pressure jet grouting, in the range of stake end check gap rock stratum section 500mm, high-pressure injection is up and down reciprocatingly carried out with water under high pressure mud, make rock crack in layer fully be infiltrated by cement mortar, until aperture return slurry concentration consistent with entering to starch concentration time, i.e. stop slip casting；
C) after high pressure grouting at pile end terminates, carrying out static pressure grouting in coring aperture, Stress control is at 1-4MPa；
D) slip casting terminates 25-30 days, and reinforcement embedded rock pile is carried out loading test.
Presplitting grouting method at the bottom of rock-socketed bored concrete pile the most according to claim 1, it is characterized in that: step one b) in, selecting core drill to loose core rock stratum, sound detecting pipe bottom sampling according to sound detecting pipe bore, the coring degree of depth exceedes main coring degree of depth 300mm, i.e. the coring degree of depth and exceedes the long 800mm of stake.
Presplitting grouting method at the bottom of rock-socketed bored concrete pile the most according to claim 1, it is characterized in that: in step 3 a), during clear hole, repeatedly use air compressor machine gaslift scarfing cinder, the cutting cleaning of high pressure clear water rotary-jet, negative-pressure adsorption mode to be cleaned up in pile center's coring hole and sound detecting pipe；High pressure clear water pressure: 23-30MPa, rotary speed 12-16r/min, promote speed 8-15cm/min, clear water discharge capacity 60-80L/min, clean to water sand removal only.
Presplitting grouting method at the bottom of rock-socketed bored concrete pile the most according to claim 1, it is characterized in that: in step 3 b), grouting cement selection granule is less than 40 m, intensity is not less than the Portland cement of 42.5R, with neat slurry, the ratio of mud controls at 0.6-0.9, high-pressure injector rotary speed 25r/min, promote speed 30cm/min, rotary jet grouting pressure 26MPa.
Presplitting grouting method at the bottom of rock-socketed bored concrete pile the most according to claim 1, it is characterised in that: in step 3 c), slip casting begins with ratio of mud 0.8-0.9, and uses pump amount 70-75 L/min and pump pressure 1-2 MPa；When sound detecting pipe slurry-outlet quantity diminishes, when grouting pressure rising accelerates, use ratio of mud 0.6-0.7, pump pressure 3-4 MPa instead and carry out mud jacking；When sound detecting pipe slurry flow is stable and proportion close to inlet slurry specific gravity time, stop static 3 hours of slip casting voltage stabilizing.
Presplitting grouting method at the bottom of rock-socketed bored concrete pile the most according to claim 5, it is characterised in that: repeat second time slip casting after static 3 hours in voltage stabilizing.
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| CN108086296B (en) * | 2017-11-20 | 2019-12-31 | 中冶建筑研究总院（深圳）有限公司 | Dynamic and static combined grouting foundation reinforcing construction method |
| CN108487286B (en) * | 2018-02-06 | 2020-12-08 | 广州市市政工程设计研究总院有限公司 | Method for constructing continuous bearing stratum of ultralong rock-socketed pile in beaded karst region |
| CN108978737A (en) * | 2018-07-04 | 2018-12-11 | 中国二十冶集团有限公司 | A kind of construction method for bored concrete pile sound detecting pipe slip casting |
| CN109854285B (en) * | 2019-02-28 | 2020-10-02 | 长沙有色冶金设计研究院有限公司 | Deep vertical shaft supporting structure and construction method |
| CN113431046B (en) * | 2021-07-06 | 2022-03-29 | 广东省水利水电第三工程局有限公司 | Post-grouting construction method for cast-in-place pile |
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| CN1164606A (en) * | 1996-05-07 | 1997-11-12 | 邹宗煊 | Differential control, nondestructive blasting rock-implanting process for punching, drilling and filling pile for building foundation |
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