CN102400462A - Secondary pressure grouting small pile construction process in seismic strengthening treatment of foundation - Google Patents
Secondary pressure grouting small pile construction process in seismic strengthening treatment of foundation Download PDFInfo
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- CN102400462A CN102400462A CN2011103179700A CN201110317970A CN102400462A CN 102400462 A CN102400462 A CN 102400462A CN 2011103179700 A CN2011103179700 A CN 2011103179700A CN 201110317970 A CN201110317970 A CN 201110317970A CN 102400462 A CN102400462 A CN 102400462A
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Abstract
The invention relates to the field of treatment and seismic strengthening of a soft foundation, in particular to a secondary pressure grouting small pile construction process in seismic strengthening treatment of a foundation. The secondary pressure grouting small pile construction process in the seismic strengthening treatment of the foundation is characterized by comprising the following steps of: preparing for construction; drilling to form a hole; cleaning the hole; hanging a reinforcement cage and a grouting pipe; forming a pile by primary grouting; replenishing grout for underfill for a pile head; and reinforcing by secondary pressure grouting. In the secondary pressure grouting small pile construction process in the seismic strengthening treatment of the foundation, the hole is formed by using a slurry wall protection normal circulation drilling process, cement slurry is pumped for forming the pile, and secondary high-pressure grouting is performed at the bottom of the hole, so that the overall shear strength of the foundation soil is improved; and the process is suitable for various soil mediums and has a wide application range and high bearing capacity, a liquefied soil layer is prevented from flowing, overlarge deformation of the foundation is avoided, and the aims of foundation treatment and seismic strengthening are fulfilled.
Description
(1) technical field
The present invention relates to soft foundation and handle and the seismic hardening field, the little pile constructing process of secondary mud jacking during particularly a kind of ground seismic hardening is handled.
(2) background technology
All loads of building are delivered on the ground the most at last to be born by ground, if building load is very big, the top strength of materials is very high, so correspondingly just requires foundation strength high, and compressibilty is little.Along with the develop rapidly of economic construction, not only need be chosen in the good place of foundation condition and be engaged in construction, and also have to sometimes on the bad ground of geological conditions, build.Simultaneously, the load that also makes works that makes rapid progress of science and technology is said the benefit increase, and is more and more tighter to deformation requirements, can be evaluated as good ground originally, also possibly under certain specified conditions, need carry out ground and handle.Soft foundation is exactly the ground that refers to that compression layer mainly is made up of mud, mucky soil, filling soil, miscellaneous fill or other high-compressibility soil layer.It is meant and does not live through the change of landform and geology basically, the ground that not constituted by the stratum such as bury, organic soil, saturated loose sand soil and mucky soil of the chemical action between physical action such as load and earthquake motive force or soil particle.When foundation strength stability deficiency or compressibilty are very big, in the time of can not meeting design requirement, can handle ground to different situations.The characteristics of soft foundation have determined construction works on this ground, must carry out ground and handle.The purpose that ground is handled takes adequate measures to improve foundation condition exactly: the intensity that improves ground is to guarantee the stability of ground; Strengthen the ground consolidation process, accomplish sedimentation ahead of time; Reduce the compressibilty of the soil body, reduce the sedimentation and the differential settlement of ground; Liquefaction and shake fall into etc. when preventing earthquake.
The method of the general employing of ground processing at present has:
(1) cushion: when the bearing stratum under the building foundation softer weak, in the time of can not satisfying the superstructure load to the requiring of ground, often adopt cushion to come soft ground treatment.Be about to the basis down the soil layer in the certain limit cut out, backfill is with the bigger sand of intensity, rubble or dirt etc. then, and compacting is to closely knit.
(2) preloading: the essence of method is, before building or structure are built, applies on the ground or classification applies the load suitable with it planning to build earlier, and soil body mesopore water is discharged, and voids volume diminishes, and the soil body is closely knit, improves bearing capacity of foundation soil and stability.Preloading is handled the degree of depth and is generally reached about 10m, and vacuum method is handled the degree of depth and can be reached about 15m.
(3) dynamic compaction: promptly fall from eminence with tens tons of weights, repeated multiple times is rammed ground, and ground is carried out strong compaction.Facts have proved that the bearing capacity of foundation soil after ramming can improve 2～5 times, compressibilty can reduce by 200～500%, influences the degree of depth more than 10m.
(4) vibroflotation method: be the abbreviation of vibration water slug method, can be divided into two types of vibroreplacement and vibrocompactions by different great soil groups.Main starting of oscillation is towards metathesis in cohesive soil for vibroflotation method, and the pile body that displacement back filler forms becomes composite foundation with local soil type; In sand, mainly play the compacted and thixotropy effect of vibration, the processing degree of depth of vibroflotation method can reach about 10m.
(5) deep mixing method: utilize cement or other curing compound through special Mixing Machine; In ground, the cement and the soil body are forced to mix and stir; Make weak soil harden integral body, form cement earth pile or diaphragm wall, handle the degree of depth and can reach 8～12m with water stability and sufficient intensity.
(6) sand-gravel pile method: the vibration sinking tube sand-gravel pile is the abbreviation of vibration sinking tube sand pile and vibration ballast pile.The vibration sinking tube sand-gravel pile is exactly that sleeve is squeezed into the projected depth of regulation under the vibration effect of bobbing machine, and after ramming pipe and burying, compacted sleeve pipe surrounding soil drops into sandstone then, and sediment outflow stone is in soil again, and the vibratory compaction pile repeatedly just becomes sand-gravel pile after the circulation.Also can adopt the hammer hidden pipe method.Stake forms composite foundation with inter-pile soil, thereby improves the bearing capacity of ground and prevent methods of sand liquefaction, also can be used for increasing the resistance to overturning of weak cohesive soil.It is handled about depth 10m.
(7) soil or lime-soil compaction pile method: soil stake and lime soil pile are to utilize methods such as immersed tube, impact or explosive expansion in ground, to squeeze native pore-forming, in the hole, ram then and fill out plain soil or dirt pile.During pore-forming, the regolith side direction at stake position, hole is extruded, thereby makes all soil of stake be able to encrypt.Soil stake and lime soil pile ground compaction are formed composite foundation jointly by compacted soil between soil stake or lime soil pile and stake.
Though the method that ground is handled is a lot, according to the actual geological conditions of engineering, reasonably selects method for processing foundation but very important.Therefore, when confirming Ground Treatment Schemes, should through field test, select economical rationality according to the concrete condition of engineering, technology is reliable, the scheme that the construction period is short.At present, the method for generally using when improving shock resistance at reinforced soft soil ground has following several kinds: agitation pile, tube-sinking cast-in-situ pile, CFG dust stake and broken stone pile or the like.Though there is following defective in these several kinds effects that stake can reach consolidated subsoil, improve shock resistance when construction:
(1) pile quality is difficult to control, cannot say for sure to demonstrate,prove a necking down, folder mud, crack, broken pile not to occur, hang problem such as pin and influence the bearing capacity of stake.
(2) when above-mentioned construction, all must dispose huge construction machinery, for space-constrained construction point built construction particularly, just can't construct, so its limitation is all arranged at all.
(3) operating expenses is higher, and the duration is longer, and effect is difficult to guarantee.
(3) summary of the invention
The present invention is in order to remedy the defective of prior art, provides a kind of and changes foundation soil character, improves foundation soil integral anti-shearing intensity, prevented and treated liquefaction soil layers and flow, avoid ground to produce excessive distortion, reach that ground is handled and the secondary mud jacking little pile constructing process of the ground seismic hardening of seismic hardening purpose in handling.
The present invention realizes through following technical scheme:
The little pile constructing process of secondary mud jacking during a kind of ground seismic hardening is handled is characterized in that: comprise the steps:
(1) preparation of construction;
(2) drilling and forming hole;
(3) clear hole;
(4) install reinforcing cage, Grouting Pipe;
(5) once grouting pile;
(6) pile crown is owed to irritate to mend and is starched;
(7) secondary mud jacking reinforcement.
The little pile constructing process of secondary mud jacking during this ground seismic hardening is handled comprises the steps:
(1) preparation of construction:
1. press the smooth place of field type facility layout plan, rid, connect water power, fix transport routes, debugged construction equipment, and be ready to particularly grouting agent of construction material;
2. the data check of paying by designing unit, check and measure baseline and basic point, and protect baseline and basic point;
3. confide a technological secret clear and definite construction technology, technological requirement by designer, technician;
4. be responsible for unwrapping wire by the measuring technique personnel, and with the fixed stake of timber position, the biased poor maximum in hole is not more than 50mm;
(2) drilling and forming hole:
1. adopt the three wings alloy bit to creep into, make slurry in the hole naturally and wash, when employing is gently pressed, slow-speed " little rules ", control rig vertical shaft angle, during perforate in case bore inclining;
2. pore-forming creeps into to adopt and jumps the play operation, and mud density is controlled at 1.10～1.30g/cm
3
If 3. run into the quicksand hole of collapsing in the pore forming process, should adopt mud off, if when being used for basic reinforcement pore-forming, must pierce in the concrete bearing platform;
(3) clear hole:
1. creep into to projected depth, should continue mud circulation with flushing hole at the bottom of sediment;
2. should note observing the situation that mud overflows at any time, touch no obvious fine sand with hand and be as the criterion;
3. the clear hole proposition drilling rod that finishes;
(4) install reinforcing cage, Grouting Pipe:
1. make reinforcing cage, Grouting Pipe;
2. use the rig install reinforcing cage, and the secondary grouting pipe is together descended in the hand-hole.Should make its correcting when transferring reinforcing cage, reinforcing cage is tilted;
3. after reinforcing cage is transferred and finished, fix with iron wire;
(5) once grouting pile:
1. used reinforcing bar, cement should possess exfactory inspection certificate of qualification, test report etc., and send the construction quality quality testing department to be up to the standards;
When 2. stirring slurries, accurately throw in material usage by match ratio, and stir, the slurry water gray scale is controlled at 0.45-0.5;
3. with high-pressure injection pump will stir grout in;
(6) pile crown is owed to irritate to mend and is starched:
(7) secondary mud jacking reinforcement:
1. be in the milk for the first time behind the 12h, treat to carry out the secondary mud jacking after the cement grout initial set;
2. secondary grouting can be with cement: flyash adds flyash in the ratio of mass ratio=5:1;
3. secondary mud jacking pressure is raise to height by low step by step, and maximum pressure can reach 1.5MPa, and operating pressure generally is controlled at 0.3-0.8MPa;
If 4. grouting finishes the back and faces hole or ground and scurry and emit slurry, should carry out multiple filling after a period of time at intermittence.
Reinforcing cage adopts two-sided welding in the step (4), and lap length >=60mm connects Grouting Pipe with thread connecting mode, the staggered Φ 10mm aperture that bores in the 1.0m scope of bottom, and with nylon coated fabric sealing, bottom welded seal.
The invention has the beneficial effects as follows: the little pile constructing process of secondary mud jacking during this ground seismic hardening is handled, adopt mud off direct circulation drilling process pore-forming, pumps water mud pile; Secondary high-pressure slip-casting at the bottom of the hole improves foundation soil integral anti-shearing intensity, is applicable to multiple soil body medium; Applied range, bearing capacity is high, prevents and treats liquefaction soil layers and flows; Avoid ground to produce excessive distortion, reach the purpose of ground processing and seismic hardening.
(4) description of drawings
Below in conjunction with accompanying drawing the present invention is further described.
Accompanying drawing 1 is the process flow diagram of the little pile constructing process of secondary mud jacking in the ground seismic hardening processing of the present invention.
Accompanying drawing 2 is the stake position plane of arrangement sketch map of the embodiment of the invention.
Accompanying drawing 3 is the pile body sectional structure sketch map of the embodiment of the invention.
Among the figure, 1 paxilla, once grouting calculus in 2 holes, 3 reinforcing cages, the pre-buried pipe of 4 secondary groutings.
(5) specific embodiment
Accompanying drawing is a kind of specific embodiment of the present invention.
Among Fig. 1, the little pile constructing process of secondary mud jacking during this ground seismic hardening is handled comprises the steps:
(1) preparation of construction;
(2) drilling and forming hole;
(3) clear hole;
(4) install reinforcing cage, Grouting Pipe;
(5) once grouting pile;
(6) pile crown is owed to irritate to mend and is starched;
(7) secondary mud jacking reinforcement.
The little pile constructing process of secondary mud jacking during this ground seismic hardening is handled comprises the steps:
(1) preparation of construction:
1. press the smooth place of field type facility layout plan, rid, connect water power, fix transport routes, debugged construction equipment, and be ready to particularly grouting agent of construction material;
2. the data check of paying by designing unit, check and measure baseline and basic point, and protect baseline and basic point;
3. confide a technological secret clear and definite construction technology, technological requirement by designer, technician;
4. be responsible for unwrapping wire by the measuring technique personnel, and with the fixed stake of timber position, the biased poor maximum in hole is not more than 50mm;
(2) drilling and forming hole:
1. adopt the three wings alloy bit to creep into, make slurry in the hole naturally and wash, when employing is gently pressed, slow-speed " little rules ", control rig vertical shaft angle, during perforate in case bore inclining;
2. pore-forming creeps into to adopt and jumps the play operation, and mud density is controlled at 1.10～1.30g/cm
3
If 3. run into the quicksand hole of collapsing in the pore forming process, should adopt mud off, if when being used for basic reinforcement pore-forming, must pierce in the concrete bearing platform;
(3) clear hole:
1. creep into to projected depth, should continue mud circulation with flushing hole at the bottom of sediment;
2. should note observing the situation that mud overflows at any time, touch no obvious fine sand with hand and be as the criterion;
3. the clear hole proposition drilling rod that finishes;
(4) install reinforcing cage, Grouting Pipe:
1. make reinforcing cage, Grouting Pipe;
2. use the rig install reinforcing cage, and the secondary grouting pipe is together descended in the hand-hole.Should make its correcting when transferring reinforcing cage, reinforcing cage is tilted; During the carrying reinforcing cage, prevent to reverse and bending, want the mating holes position when transferring, slowly sink, can not collide hole wall;
3. after reinforcing cage is transferred and finished, fix with iron wire, prevent its move, on scurry;
(5) once grouting pile:
1. used reinforcing bar, cement should possess exfactory inspection certificate of qualification, test report etc., and send the construction quality quality testing department to be up to the standards;
When 2. stirring slurries, accurately throw in material usage by match ratio, and stir, the slurry water gray scale is controlled at 0.45-0.5; It is unsuitable long standing time that slurries system is joined the back, should be controlled in 2 hours;
3. with high-pressure injection pump will stir grout in;
(6) pile crown is owed to irritate to mend and is starched:
(7) secondary mud jacking reinforcement:
1. be in the milk for the first time behind the 12h, treat to carry out the secondary mud jacking after the cement grout initial set;
2. secondary grouting can be with cement: flyash adds flyash in the ratio of mass ratio=5:1;
3. secondary mud jacking pressure is raise to height by low step by step, and maximum pressure can reach 1.5MPa, and operating pressure generally is controlled at 0.3-0.8MPa;
If 4. grouting finishes the back and faces hole or ground and scurry and emit slurry, should carry out multiple filling after a period of time at intermittence.
Reinforcing cage adopts two-sided welding in the step (4), and lap length >=60mm connects Grouting Pipe with thread connecting mode, the staggered Φ 10mm aperture that bores in the 1.0m scope of bottom, and with nylon coated fabric sealing, bottom welded seal.
Among Fig. 2 and Fig. 3, practical implementation is following:
1. project profile
Certain 1# of power plant unit electric precipitation improvement project basis is the single footing of 4 buried depth 3.3m.Plant area's ground mainly is made up of light loam, is saturated light loam (silt) in 5～11m scope below the face of land.When earthquake intensity 7 is spent, the medium liquefaction soil of this layer penus.For guaranteeing that the liquefaction distortion does not take place the liquefying soil under the basis when 7 spend earthquakes, need to carry out seismic hardening and handle ground.According to design demand, the bearing capacity of foundation soil after the consolidation process will reach 250kPa.
2. sitework geological conditions
According to report of engineering geological exploration, the plant area stratum is from top to bottom:
1.-1 layer (1) 1 layer of light loam: plastic～as to mould firmly, close slightly, and general thickness 6.1～7.0m; Layer 1.-2: plastic～soft moulding, the part is stream moulds, close slightly, thickness 3.1～5.4m, and buried depth is below 5.0～9.75m.
(2) 2 layers of lam and light loam, buried depth is below 9.4～13.0 m.
(3) 3 layers of layer of sand, thin, medium sand, buried depth is below 14.0～19.0m.
The mechanics index of physics of each layer soil is seen table l:
Plant area's underground water belongs to diving, and the underground water mean depth is 4.90～7.00m throughout the year.When basic earthquake intensity 7 is spent, saturated light loam will liquefy, and liquefaction depth is risen at the bottom of the 2. layer soil layer in the depth bounds by groundwater table.3. the layer with 4. the layer regolith be judged to non-liquefaction soil layers, can not consider the liquefaction problem.Can know that from plant area's engineering geological conditions 2. the native bottom buried depth of layer is below 9.40～13.00m.Consider the requirement of basis to bearing capacity, the ground stabilization degree of depth is 5.0～13.0m, the about 8.0m of thickness.
3. consolidation process schematic design
In conjunction with engineering experience, the success of having adopted paxilla to combine the secondary mud jacking to form composite foundation is carried out the seismic hardening processing to the 1# of this power plant unit electric precipitation improvement project ground, has obtained desirable effect.Requirement for bearing capacity reaches 25OkPa after the ground stabilization, and each all adopts secondary high-pressure slip-casting, and the also corresponding increase of paxilla diameter is 150mm, considers the resistance to compression shear behavior that improves pile body simultaneously, divides into Φ 12 reinforcing bars and the Φ 15 steel pipes muscle of deciding in the stake.This project is arranged 278 of pouring mortar piles in basic scope, stake footpath 15Omm, and (3.3～13.0m), pile center is quincuncial arrangement apart from 1.0m to the long 9.7m of stake, and each all carries out secondary high-pressure slip-casting, and each is no less than 0.3m3 its secondary mud jacking amount.The stake bit plane arranges and to see that Fig. 3, reinforcing cage 3 pre-buried pipe 4 of secondary grouting that is threaded puts into the hole, and once grouting forms in paxilla 1 and the hole after the once grouting calculus 2, carries out secondary grouting through the pre-buried pipe 4 of secondary grouting again.
4. checking of bearing capacity
(1) bearing capacity of single pile
Less because of design stake footpath, ignore end resistance, pile side friction is pressed 30kPa consideration, then bearing capacity of single pile
R=0.15π×9.7×30=137（kN）。
(2) Bearing Capacity of Composite Foundation
According to handling back Bearing Capacity of Composite Foundation fsp, k reaches the designing requirement of 250 kPa, presses the area replacement ratio design formulas of stake:
M=(fspk-β fsk)/(Rkd/Ak-β fsk) natural foundation bearing capacity fsk=120 kPa, m=2.5% is tried to achieve in inter-pile soil bearing capacity reducing coefficient β=0.5.Try to achieve Bearing Capacity of Composite Foundation by Bearing Capacity of Composite Foundation design formulas: fspk=m Rkd/Ap+ β (1-m) fsk
fsp,k=2.5%×137/0.01767+0.5×（1-2.5%）×120=252.3(kPa)。
(3) bearing capacity of foundation soil behind the secondary mud jacking
According to other engineering experience, through to ground secondary mud jacking, pile side friction increases 20% at least, and the also corresponding raising of bearing capacity of foundation soil is so the Bearing Capacity of Composite Foundation behind the secondary mud jacking satisfies the designing requirement of 250 kPa.
5. construction machinery and process choice
Utilize high-pressure slip-casting method consolidated subsoil, the construction technology that holds water is the key factor that guarantees consolidation effect, adopts mud off direct circulation drilling process pore-forming, pumps water mud pile, secondary high-pressure slip-casting at the bottom of the hole.Use 5 in XY-1 type rig, 2 of HB50/15 grouting pumps, 2 of mortar mixers.
6. workmanship detects and checks and accepts
After slip casting finishes, necessary quality inspection in time, method has bore extracting core process, standard penetration test or load test etc.The integrality of stake adopts low strain process check, and bearing capacity of foundation soil adopts the Static Load Test Method check, and quantity and test method are carried out according to standard.The seismic hardening treatment effect adopts the method check of auspicious Leibo.
Testing result after handling knows that the liquefaction layer is eliminated.According to examining report, with shear wave velocity and standard penetration test relation and empirical formula calculating, the bearing capacity of foundation soil after the processing reaches designing requirement, and maximum can reach 310kPa.
This technology has gathered that slip casing by pressure technology, paxilla are technological, the advantage of bore slurry pressuring pile-forming and post-pressure grouting technology.The multiple mechanisms of action such as the formed composite foundation of secondary mud jacking paxilla has that displacement, vertical enhancing, discharging consolidation, exhaust are fixed, glued, densification and filling.This technology has following outstanding feature:
(1) pore-forming technique is convenient, flexible, and construction equipment requires low, and it can adopt engineering driller construction, also available luoyang spade pore-forming;
(2) formed Bearing Capacity of Composite Foundation is high, distortion is little, and anti-liquefying power improves;
(3) be applicable to multiple soil body medium, this technology is suitable for nearly all soil layer except that gravelly soil;
(4) applied range, the ground that both can be used for new building, highway municipal engineering is handled, and can be used for the ground stabilization and the soft basic post processing engineering of the high embankment of speedway of existing building again;
(5) remarkable in economical benefits; Practice thrift construction costs 15%～20% than common compound foundation with deep mixing pile; Practiced thrift 1/3 cost with respect to bored pile, the reduction of erection time 30%, practiced thrift ground disposal cost about 20% than weak concrete pile composite foundation (diameter 400～450 mm).
Owing to use geological drilling rig, therefore the clay distribution situation of every pile position can be clearly recognized when (6) " paxilla " constructs, thereby the long appearance that prevents to hang the pin stake of stake can be adjusted flexibly with the rotary method drilling and forming hole.
(7) the long screw drill rod construction technology has that noise is little, speed is fast, stake shape is good, intensity evenly, be prone to characteristics such as migration, adopt long screw drill rod slip casting lifting drilling rod simultaneously, can avoid the drift sand hole of collapsing.
(8) because the geological drilling rig volume is little, in light weight, moves flexibly, thereby have compliance widely.
(9) secondary mud jacking paxilla Ground Treatment liquefies, and has both carried the bearing capacity of the high composite foundation of ability, can reach the purpose of seismic hardening again, is a kind of both economical, suitable method for processing foundation.
Claims (3)
1. the little pile constructing process of secondary mud jacking during a ground seismic hardening is handled is characterized in that: comprise the steps:
(1) preparation of construction;
(2) drilling and forming hole;
(3) clear hole;
(4) install reinforcing cage, Grouting Pipe;
(5) once grouting pile;
(6) pile crown is owed to irritate to mend and is starched;
(7) secondary mud jacking reinforcement.
2. the little pile constructing process of secondary mud jacking during ground seismic hardening according to claim 1 is handled is characterized in that: comprise the steps:
(1) preparation of construction:
1. press the smooth place of field type facility layout plan, rid, connect water power, fix transport routes, debugged construction equipment, and be ready to particularly grouting agent of construction material;
2. the data check of paying by designing unit, check and measure baseline and basic point, and protect baseline and basic point;
3. confide a technological secret clear and definite construction technology, technological requirement by designer, technician;
4. be responsible for unwrapping wire by the measuring technique personnel, and with the fixed stake of timber position, the biased poor maximum in hole is not more than 50mm;
(2) drilling and forming hole:
1. adopt the three wings alloy bit to creep into, make slurry in the hole naturally and wash, when employing is gently pressed, slow-speed " little rules ", control rig vertical shaft angle, during perforate in case bore inclining;
2. pore-forming creeps into to adopt and jumps the play operation, and mud density is controlled at 1.10～1.30g/cm
3
If 3. run into the quicksand hole of collapsing in the pore forming process, should adopt mud off, if when being used for basic reinforcement pore-forming, must pierce in the concrete bearing platform;
(3) clear hole:
1. creep into to projected depth, should continue mud circulation with flushing hole at the bottom of sediment;
2. should note observing the situation that mud overflows at any time, touch no obvious fine sand with hand and be as the criterion;
3. the clear hole proposition drilling rod that finishes;
(4) install reinforcing cage, Grouting Pipe:
1. make reinforcing cage, Grouting Pipe;
2. use the rig install reinforcing cage, and the secondary grouting pipe is together descended in the hand-hole, should make its correcting when transferring reinforcing cage, reinforcing cage is tilted;
3. after reinforcing cage is transferred and finished, fix with iron wire;
(5) once grouting pile:
1. used reinforcing bar, cement should possess exfactory inspection certificate of qualification, test report etc., and send the construction quality quality testing department to be up to the standards;
When 2. stirring slurries, accurately throw in material usage by match ratio, and stir, the slurry water gray scale is controlled at 0.45-0.5;
3. with high-pressure injection pump will stir grout in;
(6) pile crown is owed to irritate to mend and is starched:
(7) secondary mud jacking reinforcement:
1. be in the milk for the first time behind the 12h, treat to carry out the secondary mud jacking after the cement grout initial set;
2. secondary grouting can be with cement: flyash adds flyash in the ratio of mass ratio=5:1;
3. secondary mud jacking pressure is raise to height by low step by step, and maximum pressure can reach 1.5MPa, and operating pressure generally is controlled at 0.3-0.8MPa;
If 4. grouting finishes the back and faces hole or ground and scurry and emit slurry, should carry out multiple filling after a period of time at intermittence.
3. the little pile constructing process of secondary mud jacking during ground seismic hardening according to claim 2 is handled; It is characterized in that: reinforcing cage adopts two-sided welding in the step (4); Lap length >=60mm connects Grouting Pipe with thread connecting mode, the staggered Φ 10mm aperture that bores in the 1.0m scope of bottom; And with nylon coated fabric sealing, bottom welded seal.
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103498465A (en) * | 2013-10-08 | 2014-01-08 | 重庆建工市政交通工程有限责任公司 | Method for strengthening pile bottom sediment |
| CN103590395A (en) * | 2013-11-27 | 2014-02-19 | 宁波盛宏建设工程有限公司 | Construction method of gravel grouting pile |
| CN103981880A (en) * | 2014-05-16 | 2014-08-13 | 郑玉辉 | Treatment method of composite foundation using top-enlarged and bottom-enlarged CFG piles |
| CN106351575A (en) * | 2016-11-07 | 2017-01-25 | 赵宽学 | Hole-protecting and pile-drilling method |
| CN109083186A (en) * | 2018-07-27 | 2018-12-25 | 徽都建设有限公司 | A kind of structure foundation shockproof structure and construction method |
| CN111851461A (en) * | 2020-07-25 | 2020-10-30 | 张美姣 | Building foundation reinforcing method |
| CN113216289A (en) * | 2021-04-02 | 2021-08-06 | 广东工业大学 | Method for reinforcing secondary pressure grouting tree root pile |
| CN114164823A (en) * | 2021-11-10 | 2022-03-11 | 中交第四航务工程局有限公司 | Pile foundation construction method in high-fill foundation |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH05222729A (en) * | 1992-02-12 | 1993-08-31 | Takenaka Komuten Co Ltd | Execution method for cast-in-place concrete pile, etc. |
| CN101215835A (en) * | 2007-12-31 | 2008-07-09 | 浙江省一建建设集团有限公司 | Hole drilling mudjack pile construction method |
| CN101270576A (en) * | 2008-03-25 | 2008-09-24 | 广厦建设集团有限责任公司 | Secondary segmenting slip casting method for miniature pile |
-
2011
- 2011-10-19 CN CN2011103179700A patent/CN102400462A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH05222729A (en) * | 1992-02-12 | 1993-08-31 | Takenaka Komuten Co Ltd | Execution method for cast-in-place concrete pile, etc. |
| CN101215835A (en) * | 2007-12-31 | 2008-07-09 | 浙江省一建建设集团有限公司 | Hole drilling mudjack pile construction method |
| CN101270576A (en) * | 2008-03-25 | 2008-09-24 | 广厦建设集团有限责任公司 | Secondary segmenting slip casting method for miniature pile |
Non-Patent Citations (4)
| Title |
|---|
| 刘永瑞等: "地基加固处理中的二次压浆灌注桩应用研究", 《中国产业》, no. 5, 15 May 2011 (2011-05-15) * |
| 王清标等: "二次压浆小桩用于地基抗震加固", 《路基工程》, no. 03, 20 June 2010 (2010-06-20) * |
| 索鹏: "二次压浆微型桩在地基抗震加固处理中的应用", 《岩土工程界》, vol. 11, no. 02, 28 February 2008 (2008-02-28) * |
| 邱修宾: "钻孔灌注桩后压浆法桩端地基加固施工技术", 《技术与市场》, no. 08, 15 August 2011 (2011-08-15) * |
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| CN103498465A (en) * | 2013-10-08 | 2014-01-08 | 重庆建工市政交通工程有限责任公司 | Method for strengthening pile bottom sediment |
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| CN103590395A (en) * | 2013-11-27 | 2014-02-19 | 宁波盛宏建设工程有限公司 | Construction method of gravel grouting pile |
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| CN109083186A (en) * | 2018-07-27 | 2018-12-25 | 徽都建设有限公司 | A kind of structure foundation shockproof structure and construction method |
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