CN103541359B - Method for repairing and treating quality defect of cast-in-place pile - Google Patents
Method for repairing and treating quality defect of cast-in-place pile Download PDFInfo
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- CN103541359B CN103541359B CN201310432402.4A CN201310432402A CN103541359B CN 103541359 B CN103541359 B CN 103541359B CN 201310432402 A CN201310432402 A CN 201310432402A CN 103541359 B CN103541359 B CN 103541359B
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Abstract
The invention discloses a method for repairing and treating a quality defect of a cast-in-place pile. The method is characterized by comprising the following steps that 1) the defect position of the pile is dynamically measured through low strain; 2) the top of the pile is drilled into for core taking, the depth of the core taking exceeds the defect position, and the exceeding depth is 1-2 times of the diameter of a pile body; 3) high-pressure hole flushing is carried out, and mud blocks, fine sand and other filler in the defect position are removed; 4) high-pressure hole cleaning is carried out, dregs in a core hole are returned out of a core hole opening, and no dreg sediment exists in the core hole until water is clear and the dregs are removed completely; 5) the hole is punched and filled with high-pressure cement slurry, and fine cracks and fissures of the defect position are filled with the cement slurry; 6) pipe insertion is carried out, and a grouting pipe and a slurry discharge pipe are inserted; 7) the hole is sealed; 8) high-pressure grouting is carried out, and the core hole is filled with the mixed cement slurry. Dynamic testing and retesting can both be restored and reach the standard through the low strain after the defected pile is repaired and treated. The method is simple and easy to implement, the working period for repairing and treating the quality defect of the cast-in-place pile is short, repairing construction cost is low, original project design is changed slightly, and the repaired pile is reliable in quality.
Description
Technical field
The present invention relates to the pile foundation technology field of construction work, specifically a kind of remediation processes for mass defect problems such as castinplace pile pile body crack, segregation, folder mud, broken piles.
Background technology
Pile foundation is the infrastructure of building, and pile foundation engineering solid is the basic guarantee of the firm project of vital and lasting importance of building.Therefore, during building operations, castinplace pile must up to standardly all be attached great importance to.But occur that piling quality defect can inevitably produce in construction, so how how to take rational remedial measure to piling quality defect, how to make the defective castinplace pile of quality can rapider, simple and easy, the research topic having become pile foundation engineering technique personnel up to standard economically.
Have following several for the method that castinplace pile defect processing is conventional at present: expand the methods such as cushion cap, piling, pile extension, the sinking shaft of stake core, Amending design.Said method is Shortcomings part all:
" expand cushion cap method " expands by design checking a kind of method that the size of cushion cap (beam) and reinforcement ratio share a part of top bearing capacity and ground shearing force.Be generally tested by bearing capacity of pile, the basis that its Defect Piles bearing capacity of pile still can meet design requirement just adopts.If bearing capacity can not meet design requirement or be judged to be useless stake, then the method is inapplicable.
When " piling " is because there is the stake that can not meet design requirement, by designing and calculating in the direct piling in useless stake side, form a kind of method of " shoulder pole is chosen ".Similarly, the method is applicable to the situation that indivedual or useless stake occurs.But large area from construction space, construction period and considerable one-tenth originally, cannot be tackled to give up stake.Therefore, implement that there is certain limitation;
" pile extension method ": the method is by cutting a hole the concrete laitance, unconsolidated formation and the pile concrete that remove more than defective locations, arrange with rinse well after reconfigure reinforcing bar by designing requirement, then to build than the higher leveled concrete of former pile body design grade to reach design elevation.The treatment effect of the method is better, but generally only can process the defect of pile body superficial part.As mucky soil, can excavate after slope or pile peripheral earth reinforcing need be put greatly, operationally limit by construction site condition.Therefore, the method can not extensively be suitable for;
" stake core shaft sinking system " i.e. limit precipitation limit adopts pneumatic pick at Defect Piles centre chisel one well, and the degree of depth exceedes defective locations, then enters reinforcing cage under clear hole, builds a kind of method of expansive concrete.Difficulty of construction is comparatively large, and is not suitable in the stake of below one meter in diameter and operates, general little employing.
" Amending design " is when some great pile accident difficult treatment, time costly, only take to cut down building in the building number of plies or pile foundation and adopts light material to replace former designing material; Or by amendment superstructure design, change force structure and form, to alleviate upper load.Therefore, Change In Design amount is huge, is unfavorable for overall efficiency and the organization and administration of project.If there is large-area pile accident, also cannot be met the demands by Amending design.
In sum, existing technical method is analyzed from safety, quality, cost input, duration and usable condition, all there is limitation different separately.
Summary of the invention
The object of the present invention makes up above-mentioned deficiency, discloses a kind of new method to the process of piling quality defect remedying to society, the method duration is short, remedy low, the former engineering design of construction cost change less, remedy after the reliable in quality of stake.
The present invention solves the problems of the technologies described above adopted technical scheme:
A kind of piling quality defect remedying processing method, is characterized in that: it comprises the following steps:
1) low-strain dynamic measure measures the defective locations of stake;
2) stake top boring and coring:
Beat the hole of diameter >=10cm in the stake crown drill of Defect Piles with auger, during pile body diameter≤80cm, in 1, pile center's cloth hole, during 80cm < pile body diameter < 120cm, two, the even cloth hole in yi word pattern, during pile body diameter >=120cm, more than three or three, even cloth hole;
Get the core degree of depth and exceed defective locations, overdepth is 1-2 times of this pile body diameter;
3) high pressure hole flushing:
High-pressure rotary-spray drilling rod is put into core bore, rinses the core bore after getting core, the clod in removal of defects position, sand filling thing with high pressure clear water;
4) the clear hole of high pressure:
By high-pressure rotary-spray drilling rod at the bottom of core bore, adopt grouting pump to be injected at the bottom of core bore by churning drilling rod by high pressure clear water, sediment in core bore is returned outside knockout aperture, make without sediment precipitation in core bore, until water scarfing cinder is clean;
5) slurry is filled out in the punching of water under high pressure mud:
With the cement paste high pressure punching of water/binder ratio 0.7-0.8, pressure is 12--18 Mpa, filling defect position fine cracks, crack;
6) intubate:
Insert Grouting Pipe and unload slurry pipe, tubing employing 6 ' or 1 inch seamless steel pipe, non-return valve is all installed in top; Grouting Pipe length arrives at below defective locations 10-20cm, unloads slurry pipe and stretches into 50-100cm in core bore, and Grouting Pipe is starched Guan Jun and exceeded stake top 30-50cm with unloading;
Grouting Pipe bottom about 1m establishes the slurry outlet of blossom type, and is wound around individual layer adhesive tape and seals slurry outlet;
7) sealing of hole:
Sealing material adopts M30 mortar, mixes leak stopping king, by weight, and 100 parts, mortar: leak stopping king 10-15 part; Sealing of hole layer thickness 30-50cm, waits solidifying 12-24h after sealing of hole;
8) high-pressure slip-casting:
Open before high-pressure slip-casting mud jacking and unload slurry pipe non-return valve, left slurries when first step 5) punching being filled out slurry extrude, and then close and unload slurry pipe non-return valve 4;
The cement paste water/binder ratio of slip casting is 0.45-0.55, mixes expansion agent and water reducing agent, by weight: expansion agent 0.005-0.02 part: cement 1000 parts, and water reducing agent 0.5-1.5 part: cement 1000 parts; Or cement paste water/binder ratio is 0.45-0.55, mix expansion agent and water reducing agent, by weight: expansion agent 0.005-0.02 part: cement 1000 parts, water reducing agent 0.5-1.5 part: cement 1000 parts mixes accelerating admixture again, by weight, accelerating admixture 5-10 part: cement 100 parts; Grouting pressure 2-5Mpa;
Slip casting is greater than to grouting amount
when there is frost boiling in time more than (d be stake footpath, n be defects count) or earth's surface or stake week or grouting pressure is greater than 3Mpa and the duration stops more than during 5min.
The measure of further optimization the technical program is:
Described step 2) in, during the boring and coring of stake top, auger is kept height level's state, guarantee the good vertical degree of holing.
In described step 3) hole flushing, when rinsing core bore with high pressure clear water, clear water repeatedly sprays cutting back and forth and rinses, until clod in defective locations, sand filling thing are removed in pile defect position.
In described step 7), waiting solidifying the best after sealing of hole is 15h.
When described piling quality defect has two places, step 2) in the boring and coring of stake top, the boring and coring degree of depth is: exceed a below defective locations below this pile body, overdepth be the 1-2 of this pile body diameter doubly;
In step 3) hole flushing, cleaning order is: first clean a defective locations below, then clean a defective locations above;
When slurry is filled out in the punching of step 5) water under high pressure mud, first slurry is filled out to the defective locations punching of below, then slurry is filled out to the defective locations punching of above;
In step 6), during intubate, a superincumbent defective locations, a defective locations below insert Grouting Pipe respectively, unload slurry pipe and arrange one and share;
In step 8), during slip casting, first from that root Grouting Pipe below to the defective locations slip casting of below, thereafter from that root Grouting Pipe above again to the defective locations slip casting of above.
Compared with prior art, advantage of the present invention is:
Because the inventive method is simple, the duration of piling quality defect remedying process is short, little on the impact of duration of whole engineering, when occur on a large scale Defect Piles time, by arrangement of reasonably constructing, also the duration can be affected and reduce to minimum;
Remedy construction cost low: this technique is relative to conventional treatment method, and equipment is more single, if high-pressure rotary-spray drilling rod is ready-made, in addition, operation is less, and material is comparatively economized, construction requirement is not high yet, and its integrated cost is comparatively cheap, has the comprehensive cost performance of comparatively advantage;
Former engineering design is changed few: this method is repaired its pile quality on former design stake position, and the engineering design above stake can adopt original structure design, does not need the pile foundation of change project, cushion cap and Design of Main Structure;
Quality of pile after remedying is reliable: while this technique has abundant feasibility in theory, engineering effort after this method of practical application is by checking and accepting, and the Defect Piles pile body integrity of its process, vertical bearing capacity, anti-bending strength all meet design requirement.
Accompanying drawing explanation
Fig. 1 is that mass defect castinplace pile ruptures the schematic diagram (sectional drawing) of a position;
Fig. 2 is mass defect castinplace pile boring and coring situation schematic diagram (sectional drawing);
Fig. 3 is intubate on mass defect castinplace pile after boring and coring and sealing of hole situation schematic diagram (sectional drawing);
Fig. 4 implements slip casting situation schematic diagram (sectional drawing) to mass defect castinplace pile;
Fig. 5 is that mass defect castinplace pile ruptures the schematic diagram (sectional drawing) of two positions;
Fig. 6 be mass defect castinplace pile rupture two positions time, boring and coring situation schematic diagram (sectional drawing);
Fig. 7 is when mass defect castinplace pile ruptures two positions, the intubate after boring and coring and sealing of hole situation schematic diagram (sectional drawing);
Fig. 8 be to mass defect castinplace pile rupture two positions time, implement slip casting situation schematic diagram (sectional drawing).
Detailed description of the invention
Below in conjunction with accompanying drawing, the present invention is described in further detail
:
Each Reference numeral in accompanying drawing is: bottom the defective locations 1 of stake, a defective locations 1 ' below, core bore 2, core bore 3, non-return valve 4, Grouting Pipe 5, blossom type slurry outlet 51, unload slurry pipe 6, sealing of hole layer 7, the cement paste 8 that injects.
The pile foundation form in certain building, building site is hand excavated pile, and because cutting the earth the stage not by Design of Construction Organization requirement excavation, cause building and periphery basement to occur 85 pieces of Defect Piles, its defective proportion is close to 50%.Expert, technician find this project research: this project piling engineering quantity is huge, and most of pile foundation is a fracture portion, and part pile foundation has two fracture locations.And former design attitude cannot arrange piling stake position, the fabric structure design on pile foundation top also cannot have been revised.Therefore, comprehensive analysis considers rear decision: first adopt the random test pile of this case said method 6 pieces, through low strain dynamic repetition measurement after remediation, these 6 pieces of Defect Piles are all up to standard.Therefore expert group and owner determine: adopt said method process this time pile accident.
Embodiment 1:
The present embodiment pile foundation is a fracture portion (as shown in Figures 1 to 4), and its concrete technology flow process is as follows:
1) defective locations 1 of the every piece of stake drawn according to low-strain dynamic measure and defect level, and the situation of this engineering, determine the degree of depth of every root Defect Piles boring and coring, work out constructure scheme and report project management department after drawing a diagram, and construction parameter is issued construction teams and groups, teams and groups workman is confided a technological secret.
2) beat the hole of diameter >=10cm in the stake crown drill of Defect Piles with auger, during pile body diameter≤80cm, in 1, pile center's cloth hole, during 80cm < pile body diameter < 120cm, two, the even cloth hole in yi word pattern, during pile body diameter >=120cm, more than three or three, even cloth hole;
Get the core degree of depth and exceed defective locations, overdepth is 1-2 times of this pile body diameter;
During the boring and coring of stake top, auger is kept height level's state, guarantee the good vertical degree of holing, and got core numbering is put neat in order.And according to the core extracted out after boring, accurately determine the defective locations degree of depth and defect level.
3) will enter in core bore 2 under high-pressure rotary-spray drilling rod, with water under high pressure, cutting is sprayed back and forth to defective locations for more than 1 time and rinse, removal of defects position concrete disintegrating slag and a small amount of clod charges.Until clod in defective locations 1, sand filling thing are eliminated.
4) after having rinsed, high-pressure rotary-spray drilling rod is led to core bore 2 end, sediment in core bore 2 is returned out outside core bore 2 mouthfuls, make without sediment precipitation in core bore 2, until water scarfing cinder is clean;
5) configuring water/binder ratio is the cement paste of 0.8, and rinse back and forth for more than 1 time defective locations with high pressure, Stress control, at about 15Mpa, fills up the fracture void that defective locations 1 is tiny;
6) then insert Grouting Pipe 5 and unload slurry pipe 6, tubing adopts 6 points of seamless steel pipes, and non-return valve 4 is all installed on top; Grouting Pipe 5 length arrives at defective locations less than 1 10-20cm, unloads slurry pipe 6 and stretches into 50-100cm in core bore 2, and Grouting Pipe 5 is starched pipe 6 and all exceeded stake top 30-50cm with unloading;
Grouting Pipe 5 bottom about 1m establishes the slurry outlet 51 of blossom type, and is wound around individual layer adhesive tape and seals slurry outlet 51, to prevent before slurry outlet 51 slip casting by the residual slurry plugs in core bore 2;
7) sealing of hole, sealing material adopts M30 mortar, mixes leak stopping king, by weight, and 100 parts, mortar: leak stopping king 10-15 part, sealing of hole layer 7 thickness 30-50cm, waits solidifying 12-24h after sealing of hole;
8) high-pressure slip-casting:
Implement high-pressure slip-casting after waiting solidifying 12h after sealing of hole, open before mud jacking and unload slurry pipe 6 non-return valve 4, left slurries when punching last time being filled out slurry extrude, and then close and unload slurry pipe non-return valve 4;
Cement paste 8 water/binder ratio of high-pressure slip-casting is 0.45-0.55, mixes expansion agent and water reducing agent, by weight: expansion agent 0.005-0.02 part: cement 1000 parts, and water reducing agent 0.5-1.5 part: cement 1000 parts; Or a little accelerating admixture can be mixed again, by weight, accelerating admixture 5-10 part: cement 100 parts; Grouting pressure 2-5Mpa;
It is stake footpath that grouting amount is greater than π d2/4 × 5d(d) more than occur immediately after a while earth's surface and stake week occur frost boiling namely stop slip casting.
Embodiment 2
As shown in Figures 1 to 4: the present embodiment pile foundation is a fracture portion.
Its concrete technology flow process is as follows:
1) defective locations 1 of the stake drawn according to low-strain dynamic measure and defect level,
2) pile body diameter is 1m, and with the stake top boring and coring two of auger at Defect Piles, aperture 11cm, gets the core degree of depth and exceed defective locations 1, and overdepth is 1 times of this pile body diameter; And according to core, again determine the defective locations degree of depth and defect level.
During the boring and coring of stake top, auger is kept height level's state, guarantee the good vertical degree of holing.
3) by hand-hole under high-pressure rotary-spray drilling rod, with water under high pressure, cutting is sprayed back and forth to defective locations for more than 1 time and rinse, removal of defects position concrete disintegrating slag and a small amount of clod charges.Until clod in defective locations 1, sand filling thing are eliminated.
4) after having rinsed, high-pressure rotary-spray drilling rod is led at the bottom of hole, inner hole deposition slag is returned out outside aperture, make without sediment precipitation in hole, until water scarfing cinder is clean;
5) configuring water/binder ratio is the cement paste of 0.8, and rinse back and forth for more than 1 time defective locations with high pressure, Stress control, at about 15Mpa, fills up the fracture void that defective locations 1 is tiny;
6) then insert Grouting Pipe 5 and unload slurry pipe 6, tubing adopts 1 inch seamless steel pipe, and non-return valve 4 is all installed on top; Grouting Pipe 5 length arrives at defective locations less than 1 20cm, unloads slurry pipe 6 and stretches into 60cm in hole, and Grouting Pipe 5 is starched pipe 6 and all exceeded stake top 30cm with unloading;
About 1m at the bottom of Grouting Pipe pipe establishes the slurry outlet 51 of plum blossom form, and is wound around individual layer adhesive tape sealing of hole
,to prevent before slurry outlet 51 slip casting by the residual slurry plugs in core bore 2;
7) then carry out sealing of hole, sealing material adopts M30 mortar, mixes leak stopping king, by weight, 100 parts, mortar: leak stopping king 12 parts, sealing of hole layer 7 thickness 35cm, waits solidifying 12h after sealing of hole;
8) high-pressure slip-casting:
Implement high-pressure slip-casting after waiting solidifying 12h after sealing of hole, open before mud jacking and unload slurry pipe 6 non-return valve 4, slurries when step 5 punching being filled out slurry extrude, and then close this non-return valve 4;
The cement paste water/binder ratio of high-pressure slip-casting is 0.5, mixes expansion agent and water reducing agent, by weight: expansion agent 0.008-0.012 part: cement paste 1000 parts, and water reducing agent 1.0-1.2 part: cement paste 1000 parts, grouting pressure 2.2-3.0Mpa;
Grouting amount 4000L is greater than
(d is stake footpath), occurs that earth's surface and stake week occur that namely frost boiling stops slip casting after a while immediately.
Embodiment 3:
As shown in Fig. 5 to Fig. 8: the pile foundation of the present embodiment has two rejected regions, during two rejected regions, the concrete grammar step of remediation is basic identical with embodiment 2, but because there being two rejected regions, therefore the concrete operations place that has it special:
1) two defective locations up and down 1,1 ' and defect level of stake are drawn according to low-strain dynamic measure, and the situation of this engineering, determine the degree of depth of Defect Piles boring and coring
.
2) when pile body diameter is 80cm, make a call to the hole of a diameter 11cm with auger at the stake top centre drill of Defect Piles, a defective locations below boring and coring to this pile body is below 1 ', and overdepth is 1.5 times of this pile body diameter;
During the boring and coring of stake top, auger is kept height level's state, guarantee the good vertical degree of holing.And according to core, again determine the degree of depth and the defect level of upper and lower two defective locations 1,1 '.
3) enter under high-pressure rotary-spray drilling rod in core bore 2, pay special attention to a defective locations 1 ' that will first clean below, then clean a defective locations 1 above; Repeatedly spray cutting with water under high pressure back and forth to defective locations to rinse, removal of defects position concrete disintegrating slag and a small amount of clod charges.Until clod in defective locations, sand filling thing are eliminated.
4) after having rinsed, high-pressure rotary-spray drilling rod is led to core bore 2 end, sediment in core bore 2 is returned out outside core bore 2 mouthfuls, make without sediment precipitation in core bore 2, until water scarfing cinder is clean;
5) configuring water/binder ratio is the cement paste of 0.8, and repeatedly rinse back and forth defective locations with high pressure, Stress control, at about 13Mpa, fills up the fracture void that defective locations is tiny; First rinse a defective locations 1 ' below, then rinse a defective locations 1 above;
6) then insert Grouting Pipe 5 and unload slurry pipe 6, a superincumbent defective locations 1 and a defective locations 1 ' below insert Grouting Pipe 5 respectively, unload slurry pipe 6 arrange one share; Tubing 1 inch seamless steel pipe, non-return valve 4 is all installed on top; Grouting Pipe 5 length arrives at below defective locations 20cm, unloads slurry pipe 6 and stretches into 100cm in core bore 2, and Grouting Pipe 5 is starched pipe 6 and all exceeded stake top 50cm with unloading;
During intubate, Grouting Pipe bottom about 1m establishes the slurry outlet 51 of blossom type, and is wound around individual layer adhesive tape and seals slurry outlet 51, to prevent before slurry outlet 51 slip casting by the residual slurry plugs in core bore 2;
7) then carry out sealing of hole, sealing material adopts M30 mortar, mixes leak stopping king, by weight, and 100 parts, mortar: leak stopping king 10-15 part, sealing of hole layer 7 thickness 50cm;
8) high-pressure slip-casting:
Implement high-pressure slip-casting after waiting solidifying 16h after sealing of hole, open before mud jacking and unload slurry pipe non-return valve 4, slurries when punching last time being filled out slurry extrude, and then close and unload slurry pipe non-return valve 4;
In high-pressure slip-casting, first to the slip casting of the defective locations 1 ' of below, thereafter again to the slip casting of the defective locations 1 of above;
Cement paste 8 water/binder ratio of high-pressure slip-casting is 0.45-0.55, mixes expansion agent and water reducing agent and accelerating admixture, by weight: expansion agent 0.008 part: cement 1000 parts, and water reducing agent 1.0 parts: cement 1000 parts; Mix accelerating admixture by weight, accelerating admixture 6 parts: cement 100 parts; Grouting pressure 2-3.2Mpa;
Grouting pressure is greater than the 3Mpa duration more than termination slip casting during 5min.
After engineering terminates, carry out low strain dynamic repetition measurement to above-mentioned three groups of Defect Piles, all process stakes are all repaired up to standard.
Claims (5)
1. a piling quality defect remedying processing method, is characterized in that: it comprises the following steps:
1) low-strain dynamic measure measures the defective locations of stake;
2) stake top boring and coring:
Beat the hole of diameter >=10cm in the stake crown drill of Defect Piles with auger, during pile body diameter≤80cm, in 1, pile center's cloth hole, during 80cm < pile body diameter < 120cm, two, the even cloth hole in yi word pattern, during pile body diameter >=120cm, more than three, even cloth hole;
During the boring and coring of stake top, get the core degree of depth and exceed defective locations, overdepth is 1-2 times of this pile body diameter;
3) high pressure hole flushing:
High-pressure rotary-spray drilling rod is put into core bore, rinses core bore with high pressure clear water, the clod in removal of defects position, sand filling thing;
4) the clear hole of high pressure:
By high-pressure rotary-spray drilling rod at the bottom of core bore, adopt grouting pump to be injected at the bottom of core bore by churning drilling rod by high pressure clear water, make to precipitate without sediment in core bore, sediment in core bore is returned outside knockout aperture, until water scarfing cinder is clean;
5) slurry is filled out in the punching of water under high pressure mud:
With the cement paste high pressure punching of water/binder ratio 0.7-0.8, pressure is 12--18 Mpa, filling defect position fine cracks, crack;
6) intubate:
Insert Grouting Pipe and unload slurry pipe, tubing employing 6 ' or 1 inch seamless steel pipe, non-return valve is all installed in top; Grouting Pipe length arrives at below defective locations 10-20cm, unloads slurry pipe and stretches into 50-100cm in core bore, and Grouting Pipe is starched Guan Jun and exceeded stake top 30-50cm with unloading;
Grouting Pipe bottom about 1m establishes the slurry outlet of blossom type, and is wound around individual layer adhesive tape and seals slurry outlet;
7) sealing of hole:
Sealing material adopts M30 mortar, mixes leak stopping king, by weight, and 100 parts, mortar: leak stopping king 10-15 part; Sealing of hole layer thickness 30-50cm, waits solidifying 12-24h after sealing of hole;
8) high-pressure slip-casting:
Open before high-pressure slip-casting mud jacking and unload slurry pipe non-return valve, slurries when first step 5) punching being filled out slurry extrude, and then close and unload slurry pipe non-return valve;
Cement paste water/binder ratio is 0.45-0.55, mixes expansion agent and water reducing agent, by weight: expansion agent 0.005-0.02 part: cement 1000 parts, and water reducing agent 0.5-1.5 part: cement 1000 parts; Or cement paste water/binder ratio is 0.45-0.55, mix expansion agent and water reducing agent, by weight: expansion agent 0.005-0.02 part: cement 1000 parts, water reducing agent 0.5-1.5 part: cement 1000 parts; Mix accelerating admixture again, by weight, accelerating admixture 5-10 part: cement 100 parts; Grouting pressure 2-5Mpa;
Slip casting is greater than to grouting amount
when there is frost boiling in time above or earth's surface or stake week or grouting pressure is greater than 3Mpa and the duration stops more than during 5min; Above d is stake footpath, n is defects count.
2. a kind of piling quality defect remedying processing method according to claim 1, is characterized in that: described step 2) in, during the boring and coring of stake top, auger is kept height level's state, guarantee the good vertical degree of holing.
3. a kind of piling quality defect remedying processing method according to claim 1 and 2, it is characterized in that: in described step 3), when rinsing core bore with high pressure clear water, clear water repeatedly sprays cutting back and forth and rinses, until clod in defective locations, sand filling thing are removed in pile defect position.
4. a kind of piling quality defect remedying processing method according to claim 3, is characterized in that: in described step 7), and waiting solidifying the best after sealing of hole is 15h.
5. a kind of piling quality defect remedying processing method according to claim 1, it is characterized in that: when described piling quality defect has two places, step 2) in the boring and coring of stake top, the boring and coring degree of depth is: exceed a below defective locations below this pile body, and overdepth is 1-2 times of this pile body diameter;
In step 3) hole flushing, cleaning order is: first clean a defective locations below, then clean a defective locations above;
First slurry is filled out to the defective locations punching of below when slurry is filled out in the punching of step 5) water under high pressure mud, then slurry is filled out to the defective locations punching of above;
In step 6), during intubate, a superincumbent defective locations, a defective locations below insert Grouting Pipe respectively, unload slurry pipe and arrange one and share;
In step 8), during slip casting, first from that root Grouting Pipe below to the defective locations slip casting of below, thereafter from that root Grouting Pipe above again to the defective locations slip casting of above.
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| CN201310432402.4A CN103541359B (en) | 2013-09-18 | 2013-09-18 | Method for repairing and treating quality defect of cast-in-place pile |
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| CN201310432402.4A CN103541359B (en) | 2013-09-18 | 2013-09-18 | Method for repairing and treating quality defect of cast-in-place pile |
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| CN110004925B (en) * | 2019-04-04 | 2021-02-26 | 中国葛洲坝集团第一工程有限公司 | Broken bored pile processing device and construction method |
| CN110106877A (en) * | 2019-05-15 | 2019-08-09 | 中铁八局集团第三工程有限公司 | A kind of single hole grouting construction method |
| CN111926807A (en) * | 2020-08-13 | 2020-11-13 | 上海宝冶集团有限公司 | Method and system for repairing defective cast-in-place pile |
| CN112726590A (en) * | 2020-12-31 | 2021-04-30 | 南通大学 | Method for processing quality defects of cast-in-situ bored pile |
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| CN114775611A (en) * | 2022-04-24 | 2022-07-22 | 贵州强胜基础工程技术有限公司 | Construction method for sediment treatment and reinforcement of building pile foundation bottom |
| CN115538425A (en) * | 2022-09-30 | 2022-12-30 | 中国三冶集团有限公司 | Construction method for reinforcing local slag inclusion defect of cast-in-place concrete pile |
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| JP4208057B2 (en) * | 1998-05-19 | 2009-01-14 | 鹿島建設株式会社 | Construction method of cast-in-place piles |
| JP4373824B2 (en) * | 2004-03-16 | 2009-11-25 | 東日本旅客鉄道株式会社 | Joining method of cast-in-place pile and steel pipe column |
| CN101413266B (en) * | 2008-11-28 | 2010-07-14 | 广东省长大公路工程有限公司 | Processing method of interlayer defect injection concrete of drill filling pile |
| CN101871211B (en) * | 2010-07-13 | 2011-09-21 | 中国一冶集团有限公司 | Wet pile extension method for cast-in place pile |
| CN102644282A (en) * | 2012-03-31 | 2012-08-22 | 上海市电力公司 | Method for reinforcing cast-in-place pile foundation in grouting manner |
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